THE LIBRARY OF THE UNIVERSITY OF CALIFORNIA DAVIS Portion of Stockton and Its Deep-water Harbor Mt. Diablo in Background (Courtesy of Stockton Chamber of Commerce) STATE OF CALIFORNIA GOODWIN J. KNIGHT GOVERNOR PUBLICATION OF STATE WATER RESOURCES ROARD Bulletin No. 11 SAN JOAQUIN COUNTY INVESTIGATION June, 1955 LIBRARY UNIVERSITY OF CALIFORNIA DAVIS Digitized by the Internet Archive in 2012 with funding from University of California, Davis Libraries http://archive.org/details/sanjoaquincounty11cali TABLE OF CONTENTS Paffi LETTER OP TRANSMITTAL, STATE WATER RESOURCES BOARD.. 11 ACKNOWLEDGMENT 12 ORGANIZATION, STATE WATER RESOURCES BOARD 13 ORGANIZATION, STATE DEPARTMENT OP PUBLIC WORKS, DIVISION OP WATER RESOURCES 14 ORGANIZATION, COUNTY OP SAX JOAQUIN BOARD OF SUPERVISORS; NORTH SAN JOA- QUIN WATER CONSERVATION DISTRICT; STOCKTON AND EAST SAN JOAQUIN WATER CONSERVATION DISTRICT 15 CHAPTER I. INTRODUCTION _ 17 Authorization for Investigation 17 Related Investigations and Reports— 18 Scope of Investigation and Report 19 Area Under Investigation 20 Drainage Basins 20 Climate 21 Geology 21 Soils . 21 Present Development 21 CHAPTER II. WATER SUPPLY 25 Precipitation 25 Precipitation Stations and Records 27 Precipitation Characteristics 27 Quantity of Precipitation 28 Runoff 28 Stream Gaging Stations and Records * 29 Runoff Characteristics 30 Quantity of Runoff 30 Underground Hydrology 33 Ground Water Geology 33 Geologic Formations 33 Structure 37 Movement of Ground Water 37 Specific Yield and Ground Water Storage Ca- pacity : 37 Ground Water Levels 38 Change in Ground Water Storage 40 Subsurface Inflow and Outflow 41 Yield of Wells 43 Safe Ground Water Yield 43 Quality of Water 45 Standards of Quality for Water 46 Quality of Surface Water 46 Quality of Ground Water 46 Areas of Excellent or Good Quality of Ground Water 47 Areas and Sources of Degraded Ground Water 47 CHAPTER III. WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 51 Water Utilization _ 52 Present Water Supply Development 52 San Joaquin Area 52 Tributary Watersheds 54 Appropriation of Water 57 Dams Under State Supervision.. — 57 Land Use 58 Past and Present Patterns of Land Use 58 Probable Ultimate Pattern of Land Use 58 Unit Use of Water 61 Past and Present Water Requirements 63 Probable Ultimate Water Requirement 64 Nonconsumptive Water Requirements 64 Hydroelectric Power Production 64 Flood Control 65 Recreation and Fish and Wildlife— 65 Factors of Water Demand 65 Application of Water : 67 Irrigation Efficiency 67 Gross Diversion of Water 69 Monthly Demands for Irrigation Water 69 Permissible Deficiencies in Application of Irrigation Water 69 Supplemental Water Requirements.. 70 Present Supplemental Water Requirement- , 70 Probable Ultimate Supplemental Water Re- quirement 71 Legal Considerations 73 Mokelumne River 73 Stanislaus River Pacific Gas and Electric Company System Rights 75 Tuolumne Ditch System Rights 75 Utica Ditch System Rights 76 Oakdale and South San Joaquin Irrigation Districts' Rights 76 (5) TABLE OF CONTENTS-Continued Page CHAPTER IV. PLANS FOR WATER DEVELOPMENT 79 The California Water Plan_. 80 Feather River Project 80 Folsoni Project 81 Other Projects Under Consideration 83 Cosumnes River 84 Dry Creek _ 85 Mokelnmne River 86 Calaveras River 87 Stanislaus River 89 Plans for Initial Local Development 92 Delta-Mokelumne River Diversion Project 92 Delta Diversion 93 Clements Diversion 94 Loekeford Diversion 94 Summary of General Features of Delta-Mo- kelumne River Diversion Project 95 Mokelnmne River Project 96 Mehrten Project 97 Page Camanche Project 100 Middle Bar Project 103 Railroad Flat Project 107 lone Project HO Irish Hill Project 112 Delta-Stockton Diversion Project - 117 New Hogan Project 119 Delta-Littlejolms Diversion Project 123 New Melones Project 125 New Melones Dam and Reservoir 128 Stanislaus-San Joaquin Diversion 131 Flood Road-Stockton Diversion 134 Summary of Costs of New Melones Project __ 136 Summary of Plans for Water Supply Develop- ment 136 CHAPTER V. SUMMARY OF CONCLUSIONS 139 APPENDIXES Page A. Agreements 145 B. Comments hy Concerned Agencies on Bul- letin No. 11, "San Joaquin County In- vestigation" 163 C. Records of Monthly Precipitation in San Joaquin Area Not Previously Published 189 D. Records of Daily Runoff and Intermittent Surface Measurements in San Joaquin Area Not Previously Published 197 E. Depths to Ground Water at Measurement Wells in San Joaquin Area 227 F. Records of Partial Mineral Analyses of Ground Water in San Joaquin Area 229 Page G. Applications to Appropriate Water in and Adjacent to San Joaquin Area, Filed With Division of Water Resources, Department of Public Works, Under Provisions of Water Code, State of California 237 H. Dams Under State Supervision in and Ad- jacent to San Joaquin Area, 1952 253 I. Results of Land Use Surveys in San Joaquin Area 257 J. Records of Application of Ground Water to Representative Crops in San Joaquin Area 259 K. Summaries of Monthly Yield Studies 265 L. Estimates of Cost 273 < . It provided that the work under the agreement ' ' shall consist of an investigation and report on the ground water supply in said Farmington-College- ville area, in the County of San Joaquin, including location, replenishment, quality, and utilization thereof, and, if possible, a method or methods of solving the water problems involved." (17) 18 SAX JOAQUIN COUNTY INVESTIGATION This agreement authorized the provision of funds to meel the costs of investigation for one year. A sup- plemental agreement executed by the same parties on December 1, 1 950, authorized funds to complete the investigation and report. Funds to meet the costs of the Farmington-Collegeville investigation and report to the extent of $23,000 were provided as follows: State of California (State Water Resources Board), $11,500; and County of San Joaquin, $11,500. Inasmuch as the foregoing three investigations were implemented by contracts between the Stale Water Resources Board, the County of San Joaquin, and the State Department of Public Works, and the investigational areas are contiguous and overlie a common ground water basin, the three areas have been combined for consideration in this bulletin into one area designated the "San Joaquin Area." Fur- thermore, the three investigations are hereinafter jointly referred to as the "San Joaquin County In- vestigation." The combined reporting of the investi- gations was concurred in by the several parties to the agreements. Continuing investigations for one year beyond the periods covered by the foregoing contracts were made in the three areas under agreements between the State Water Resources Board, the Department of Public Works, and, respectively; the North San Joaquin Water Conservation District, dated Novem- ber 1, 1951 ; the Stockton and East San Joaquin Water Conservation District, dated May 1, 1952; and the County of San Joaquin, dated June 1, 1952. Each of these agreements provided for a series of ground water level measurements, stream flow measurements, collection and analysis of samples of surface and ground waters, collection of crop survey records, operation and maintenance of certain stream gaging stations, and compilation of results of measurements. Funds to meet the costs of each investigation were provided in equal amounts and for each were: State of California (State Water Resources Board), $1,000; and local agencies, $1,000. Total funds provided were : State of California (State Water Resources Board), $3,000; and local agencies, $3,000. A study of the beneficial use of water, under per- mits issued by the Division of Water Resources to the Woodbridge Irrigation District and the Wood- bridge Water Users Association, was conducted by the Division in the western portion of the Mokelumne River area during 1952. Data collected during this study were utilized in connection with the investiga- tion reported herein. Additional funds have been expended in investi- gation of the San Joaquin Area by the State Water Resources Board in connection with the current State- Wide Water Resources Investigation, certain results of which have been used in connection with the San Joaquin County Investigation. Copies of the three agreements, and their supple- ments, between the State Water Resources Board, the County of San Joaquin, and the Department of Public Works, are included as Appendix A. Also in- cluded in Appendix A are copies of the three agree- ments between the State Water Resources Board, local agencies, and the Department of Public Works, for continuing investigations in the three areas. The State Water Resources Board, at its regular meeting on May 7, 1954, approved release of the pre- liminary draft of Bulletin No. 11, "San Joaquin County Investigation," to concerned agencies for their review and comment. Comments were received from 12 agencies. These comments were reviewed and suggested changes in the bulletin were adopted where it was considered that they would improve it, and where the Division of Water Resources was in agree- ment with the changes suggested. Comments sub- mitted by concerned interests after review of the final edition of Bulletin No. 11 are included as Appen- dix B. RELATED INVESTIGATIONS AND REPORTS The following reports of prior investigations, con- taining information pertinent to evaluation of ground water problems in San Joaquin County, were re- viewed in connection with the current investigations : Barnes, Harry. "Flood Problems of Calaveras River." Califor- nia State Department of Engineering. October 31, 1919. California Slate Department of Public Works, Division of Water Resources. "San Joaquin River Basin." Bulletin No. 29. 1931. — "Quality of Ground Water in the Stockton Area, San Joaquin County." Water Quality Investigation, Report No. 7. March, 1955. California State Water Resources Hoard. "Water Resources of California." Bulletin No. 1. 1951. Colliding, Harold. "Report to District Engineer, Sacramento District, Corps of Engineers, Flood Control and Ground Water Replenishment, Bear Creek Area, San Joaquin County, Cali- fornia." October 4, 1946. Davis, Frank. "Report on Construction of Diversion Works and Quantity of Water Delivered, 1934-1938." Linden Irriga- tion District. 1939. Eaton, Frank M. "Boron in Soils and Irrigation Waters and Its Effects on Plants." United States Department of Agri- culture. Technical Bulletin 448. February, 1935. Hall. L. Standish. "Flood Control and Ground Water Re- plenishment, Bear Creek, San Joaquin County, California." East Bay Municipal Utility District. April, 1946. "Supplemental Flood Control and Ground Water Re- plenishment. Bear Creek. San Joaquin County, California." Bast Bay Municipal Utility District. March, 1947. Mendenhall, W. G, Dole, R. B., and Stabler, Herman. "Ground Water in San Joaquin Valley. California." United States Department of the Interior. Geological Survey. Water-Supply Paper 398. 1910. Piper, A. M., Gale, H. S., Thomas, H. E., and Robinson, T. W. "Geology and Ground Water Hydrology of the Mokelumne Area, California." United States Department of the Interior, Geological Survey. Water-Supply Paper 780, 1939. Stearns, H. T., Robinson, T. W.. and Taylor, G. H. "Geology and Water Resources of the Mokelumne Area, California." United States Department of the Interior, Geological Sur- vey. Water-Supply Paper 619. 1930. INTRODUCTION 19 Taylor, G. II.. and Robinson, T. \V. "The Water Table in the Calaveras Area, California." United States Department of the Interior, Geological Survey. March 24, 1931. Tibbetts, Fred II. "Report to the Linden Irrigation District. San Joaquin County, California, on Underground Water Supply and Plans for Providing Additional Irrigation Sup- ply." February, 1931. "Report to Water Advisory Committee on East Central San Joaquin Water Conservation Project." February, lit.'!". United States Department of Agriculture, Bureau of Chemistry and Soils. "Soil Survey of the Stockton Area. California." 1 !!<>(.;. •'Reconnaissance Soil Survey of the Lower San Joaquin Valley. California." 1918. "Soil Survey of the Lodi Area, California." February, 1937. United States Department of Agriculture, Bureau of Plant Industry, Soils, and Agricultural Engineering. "Soil Survey of the Stockton Area, California." 1951. United States War Department, Corps of Engineers, Sacra- mento District. "Brief Definite Project Report Pear Creek, San Joaquin County. California. Selection of Plan of Im- provement." November 14,-1947. Weir. Walter W. "Soils of San Joaquin County. California." University of California. College of Agriculture, Division of Soils. June, 1952. The Division of AVater Resources is presently con- ducting- surveys and studies for the State-Wide Water Resources Investigation, authorized by Chapter 1541, Statutes of 1947. This investigation, under direction of the State Water Resources Board, has as its objec- tive the formulation of The California Water Plan for full conservation, control, and utilization of the State's water resources to meet present and future water needs for all beneficial purposes and uses in all parts of the State, insofar as practicable. Surveys and studies are also being conducted by the Division of Water Resources for the Survey of Mountainous Areas, authorized by Chapter 30, Statutes of 1947. This investigation, which is coordinated with the State-wide investigation, has as its primary objective the determination of probable ultimate water require- ments of certain counties of the Sierra Nevada. Re- sults of both of the foregoing investigations will have direct bearing on solutions to the water problems of the San Joaquin Area, particularly with regard to plans to meet supplemental water requirements of the area under ultimate conditions of development. SCOPE OF INVESTIGATION AND REPORT It has been stated that under provisions of the authorizing agreements the general objectives of the San Joaquin County Investigation included investi- gation and study of the underground water supply of valley floor lands in the area, including quality, replenishment, and utilization thereof, and, if pos- sible, a method or methods of solving the water prob- lems involved. In attaining those objectives it was necessary that the scope of the investigation include full consideration of surface as well as ground water supplies, and that it involve determination of present and ultimate water utilization and supplemental water requirements. Field work in the investigational area, and office studies, as authorized by the initial and supplemental cooperative agreements, commenced in February, 1948, August, 1948, and June, 1949, on the Calaveras River area, the Mokelumne River area, and the Farm- ington-Collegeville area, respectively. The field work continued into 1954. In the course of the investigation, precipitation and stream flow records were collected and compiled in order to evaluate water supplies available to the in- vestigational area. Twelve new stream gaging stations were installed and maintained to supplement the available hydrographic data. These stations were on Dry Creek at Forni Ranch, Dry Creek near lone, Jackson Creek at State Highway 88, Calaveras River at Bellota, Calaveras River at Solari Road, Mormon Slough at Bellota, Duck Creek at Farmington, Duck Creek at Mariposa Road, Lone Tree Creek at Valley Home, Lone Tree Creek at Austin Road, Tempo Creek at Jack Tone Road, and French Camp Slough at Sharps Lane. In order to determine ground water storage capac- ity and yield, geologic features of the ground water basin underlying the investigational area were in- vestigated. This survey included the collection and study of about 500 well logs. The effects of draft on and replenishment of the ground water basin were determined by measurements of static ground water levels made at about 630 wells during each spring and fall of the period of investiga- tion. These wells were chosen to form a comprehensive measuring grid over the entire area. In addition, measurements to determine monthly fluctuations of water levels were made at approximately 100 control wells. Present land use in the investigational area was de- termined by complete surveys of valley floor lands. These surveys were conducted in 1948, 1949, and 1952 in the Calaveras River area, in 1949, 1950 and 1952 in the Mokelumne River area, and in 1949, 1950, 1951, and 1952 in the Farmington-Collegeville area. The total area surveyed was about 345,500 acres. The land use survey data were used in conjunction with avail- able data on unit water use to determine total present water requirements in the investigational area. In order to determine future water requirements, all valley floor lands, excepting those which it is con- sidered woidd ultimately be devoted to urban and miscellaneous purposes, were classified with regard to their suitability for irrigated agriculture. This in- volved collection, field checking, and re-evaluation of land classification data from the United States Bureau of Reclamation, supplemented by data from field sur- veys conducted by the Division of Water Resources. Current irrigation practices in the investigational area were surveyed in order to determine unit appli- 20 SAN JOAQUIN COUNTY INVESTIGATION cation of water to important crops on lands of various soil types. Records of application of water were col- lected at 35 plots during the 1948 irrigation season, at 51 plots during the 1949 season, at 26 plots during the 1950 season, and at 23 plots during the 1951 sea- son. The data collected included records of pump dis- charge, acreage served, crops irrigated, number and period of irrigations, and amount of water applied. Studies were made of the mineral quality of sur- face and ground waters, in order to evaluate their suitability for irrigation use and other beneficial pur- poses. Data used in these studies included some 624 partial and 135 complete mineral analyses of ground water. In addition, a large number of analyses of sur- face water supplies were collected and studied. Field reconnaissance surveys, including geologic examinations, were made to locate and evaluate pos- sible dam and reservoir sites for conservation of sur- face runoff. Reconnaissance surveys were also made of possible routes for conveyance of water to areas of use. Results of the San Joaquin County Investigation are presented in this report in the four ensuing chapters. Chapter II, "Water Supply," contains evaluations of precipitation and of surface and sub- surface inflow and outflow. It also includes results of investigation and study of the ground water basin and contains data regarding mineral quality of sur- face and ground waters. Chapter III, "Water Utili- zation and Supplemental Requirements," includes data and estimates of present and probable ultimate land use and water utilization, and contains esti- mates of present and probable ultimate supplemental water requirements. It also includes available data on demands for water with respect to rates, times, and places of delivery. Chapter IV, "Plans for Water Development," describes preliminary plans for conservation and utilization of available water supplies to meet supplemental water requirements, including operation and yield studies, design consid- erations and criteria, and cost estimates. Chapter V, "Summary of Conclusions," summarizes the conclu- sions resulting from the investigation and studies. AREA UNDER INVESTIGATION The area under investigation comprises those val- ley floor lands of San Joaquin County which lie east of the Sacramento-San Joaquin Delta and north of the South San Joaquin and Oakdale Irrigation Districts. As stated in a preceding section of this chapter, this area has been designated the "San Joaquin Area." The San Joaquin Area is situated on the east side of the northernmost portion of the San Joaquin Valley, near its juncture with the Sacramento Val- ley, and its northern boundary is about 25 miles south of the City of Sacramento. The area extends north and south for a distance of about 32 miles and has an average width of 17 miles. Its location is indi- cated on Plate 1, entitled "Location of San Joaquin Area," and the area is shown in greater detail on Plate 2, entitled " Hydrographic Units and Organ- ized Water Agencies, 1952." In order to facilitate reference to its several parts, the San Joaquin Area was divided into four princi- pal units. These were designated "Western Mokel- urane Unit," "Eastern Mokelumne Unit," "Cala- veras Unit," and "Littlejohns Unit," and are shown on Plate 2. The Western Mokelumne Unit consists of lands lying generally west of a line between Lodi and Stockton, and extending from the Mokelumne River on the north to Stockton on the south. The Eastern Mokelumne Unit includes lands lying east of Lodi and Stockton between Dry Creek on the north and Bear Creek on the south. The Calaveras Unit embraces the area south of the Eastern and Western Mokelumne Units, lying generally between Bear Creek and Duck Creek and east of the San Joaquin River. The Littlejohns Unit consists of those lands lying south of the Calaveras Unit, east of French Camp Road, and north of Lone Tree Creek. Drainage Basins The eastern portion of the San Joaquin Area con- sists of a gently rolling plain, which merges into nearly flat land over the entire central and western portions. The general ground surface slopes gently from east to west. Included valley floor lands lie below an elevation of about 130 feet. There are no elevations in the area greater than 250 feet above sea level. The combined drainage areas tributary to the San Joaquin Area total 1,589 square miles. In order of importance, the principal tributary stream sys- tems are those of the Mokelumne and Calaveras Rivers, and of Dry, Littlejohns, Bear, Duck, and Lone Tree Creeks. The extent of the various drainage basins is shown in the following tabulation : Area, in Drainage basin square miles Mokelumne River above Clements gaging station 630 Dry Creek above Forni Ranch gaging station 279 Rear Creek above Lockeford gaging station 48 Calaveras River above Jenny Lind gaging station 395 Duck Creek above Farmington gaging station 26 Littlejohns Creek above Farmington gaging station 193 Lone Tree Creek above Valley Home gaging station 18 Total 1,589 The tributary watersheds are in a zone of moderate to heavy precipitation, and their mean seasonal nat- ural runoff during the 53-year period from 1894-95 through 1946-47 is estimated to have averaged approximately 700 acre-feet per square mile. INTRODUCTION 21 The San Joaquin Area is traversed in a general east-west direction by all of its tributary streams which empty either directly or indirectly into the Sail Joaquin River as it enters the Delta. The Mokel- umne River and Dry and Bear Creeks traverse the Eastern Mokelumne Unit. Bear Creek is the only stream traversing the Western Mokelumne Unit, emptying' into Disappointment Slough on the edge of the Delta, and thence into the San Joaquin River. The Calaveras River and Mormon Slough drain the Calaveras Unit, discharging into the San Joaquin River just west of Stockton. Duck, Littlejohns, Lone Tree, and Tempo Creeks drain the Littlejohns Unit, discharging into French Camp Slough which, in turn, drains into the San Joaquin River just south of Stockton. Climate The climate of the San Joaquin Area is charac- terized by dry summers with high daytime tempera- tures and warm nights, and wet winters with moderate temperatures. More than 80 percent of the seasonal precipitation falls during the five-month period from November to March, inclusive. The growing season is long, there being 295 days between killing frosts at Stockton, located in the west central portion of the area. Temperatures at Stockton have ranged from 17° F. to 110° F., and the monthly average for the period from 1872 to 1950 ranges from 44.8° F. in January to 74.0° F. in July. Geology The San Joaquin Area is underlain by sediments derived by erosion of the Sierra Nevada range to the east and subsequently deposited in the San Joaquin Valley. The Sierra Nevada has been developed on a tilted fault block having a long gentle westerly slope. Geologic formations in the Sierra Nevada are largely pre-Tertiary granitic and metamorphic rocks and Tertiary volcanics. The geologic formations of the San Joaquin Area consist principally of gravels, sands, silts, and clays, which in the older formations are often consolidated into conglomerates, sandstones, and siltstones. Vol- canic material in the form of rhyolitic ash and tuff and andesitic agglomerate is common in certain of the formations. Sediments as old as Cretaceous under- lie the area at depth, but the formations of principal interest in the present study range in age from Mio- cene to Recent. These younger formations generally dip gently to the west-southwest away from the Sierra Nevada, and are all water-bearing to some extent. Soils Soils of the San Joaquin Area vary in their phys- ical characteristics and adaptabilities in accordance with differences in parent material, manner of deposi- tion, drainage, and age or degree of development. The soils may be divided into four broad groups : (1) those residual soils formed in place from the underlying bedrock, (2) those derived from old valley fill or ter- race deposits, (3) those derived from more recent al- luvial deposits, and (4) those derived from organic materials. The residual soils occur only to a minor extent along the eastern side of the investigational area. These soils are suited for irrigated agriculture wherever topo- graphic conditions are favorable. Crop adaptabilities vary from orchard crops to irrigated pasture, depend- ing upon the depth of soil. The old valley fill and terrace soils can be further divided into high terrace and low terrace soils. The high terrace soils occur in only small acreages within the area of investigation, and are usually gravelly with moderately compacted to strongly developed hardpan layers. Some of the smoother, less gravelly soils are suitable for irrigated pasture. The lower terrace soils are fairly extensive throughout the San Joaquin Area, occupying a position somewhat lower in elevation than the high terraces and adjacent to the recent alluvial depositions. These soils vary in profile development from moderately compacted to iron-cemented hardpan layers. The hardpan lands are limited to shallow-rooted crops, such as irrigated pasture. The soils derived from the more recent alluvial deposits can be divided into two broad groups : ( 1 ) alluvial fans and flood plain soils, and (2) basin soils. The alluvial fan and flood plain soils occupy rather extensive areas and consist of the more recent depositions of the various stream systems. These soils vary somewhat depending upon the nature of the geological materials within the drainage basin. The soils along the Calaveras River have developed mainly from basic igneous alluvium, whereas the Mokelumne River alluvial fan and flood plain soils are composed largely of granitic rock outwash material. The allu- vial fan and flood plain soils are highly valued and have wide crop adaptabilities. The basin soils have developed under very flat, poorly drained conditions. These soils occupy the broad interfan areas between the major streamways, and are quite extensive within the investigational area. Their crop adaptabilities are largely limited to rice and shallow-rooted crops, due to the poor drainage and fine texture of the soils. The organic or peat soils have developed in place from decomposition of tules, reeds, and other plants. They occur along the western margin of the San Joaquin Area. These soils are highly productive when drained, and are suitable for a wide variety of crops. Present Development Development of the northern portion of the San Joaquin Valley has centered in the San Joaquin Area since the first settlements early in the nineteenth INTRODUCTION 23 century. French Camp is the oldest known settle- ment in San Joaquin County, having been settled by white trappers in 1828. Stockton became an important transportation center during the gold-rush period due to its accessibility by water from San Francisco. As the county turned to agricultural development, and with the construction of railroads, the surrounding communities of Lodi, Lockeford, Linden, and Farm- ington were established. The San Joaquin Area em- braces a rich agricultural area, and both irrigation and dry farming are of major importance. The 1950 federal census showed that the population of San Joaquin County was 200,750, an increase of 33 per cent over the 1940 census, which is an indica- tion of the recent rapid growth of the area. The prin- cipal urban centers are Stockton and Lodi, which ac- count for some 42 per cent of the total population of the county. The 1950 census enumerated 70,853 per- sons in Stockton, while 13,798 were counted in Lodi. Thornton, Lockeford, and Linden are the largest of a number of small communities, and the rural popu- lation is distributed generally throughout the area. Agricultural development in the San Joaquin Area began with grain farming shortly after 1850. Early agriculture in the area was stimulated by the influx of settlers during and after the gold rush, but for many years was restricted to the growing of dry- farmed grain crops and stock raising. In 1852 an es- timated 4,000 acres of grain were under cultivation in San Joaquin County. During the following three decades agriculture developed tremendously, much of the area being planted in grain, principally wheat. Irrigation developed slowly until the turn of the century when diminishing profits from grain farming, together with the development of more satisfactory irrigation pumps, gave impetus to the increase in ir- rigated acreage. This transition from dry farming to irrigated cropping has continued to this time. A survey conducted in 1952 as a part of the current investigation showed that irrigated lands in the San Joaquin Area totaled about 189,900 acres, while ap- proximately 135,900 acres were dry-farmed or fallow. Principal irrigated crops, in order of acreage devoted to each crop, were irrigated pasture, vineyard, decidu- ous orchard, alfalfa, beans, and tomatoes. Principal dry-farmed crops were barley and wheat. Industry in the San Joaquin Area is supported largely by agricultural production. Several large can- neries are operated during the harvest season to can and dehydrate fruits and vegetables. Packing houses for processing and packing fresh fruits, nuts, and vegetables, and cold storage and refrigeration plants have also been established. "Wine making is an impor- tant industry in the area, as is the manufacturing of farm machinery. Concrete pipe, generally used in irri- gation distribution systems, is manufactured locally. Other industries in the San Joaquin Area include the processing of dairy products, tire molding, die casting, and the manufacturing of wood and canvas products. The completion of the Stockton Deep Water Channel in 1933 has greatly stimulated growth of industry in the area. Electrical energy is available from nearby hydroelectric and steam-electric installations. Water service agencies in the San Joaquin Area are described in Chapter III. However, several public agencies have been organized in the area to deal with the problems of land reclamation and drainage. The provisions of California reclamation district laws have been used extensively to effect the unwatering of low- lands and their protection from overflow. Active rec- lamation districts in the area are listed in the follow- ing tabulation : Reclamation Year Gross area of district organised district, in acres No. 348 1879 10,000 No. 404 1881 2,050 No. 828 1912 700 No. 1608 1914 990 No. 1614 1914 1,770 No. 2020 1917 1,730 No. 2033 1919 4,730* No. 2074 1927 1,800 * Only about 400 acres of Reclamation District 2033 lie in the San Joaquin Area, along its western edge. Portions of the San Joaquin Area along its western edge are within the boundaries of the Sacramento and San Joaquin Drainage District, which comprises prac- tically all swamp and overflow lands of both the Sac- ramento and San Joaquin Valleys. This district was formed in 1911. Areas included within the boundaries of the foregoing agencies, together with water service agencies in the San Joaquin Area, are shown in Plate 2. Woodward Dam on Simmons Creek CHAPTER II WATER SUPPLY The sources of water supply of the San Joaquin Area are direct precipitation on overlying lands, trib- utary surface and subsurface inflow, and drainage from bordering irrigation districts. So far as was de- termined during the investigation, the few imports of water to or exports of water from the San Joaquin Area have been of negligible significance as related to the total water supply. The water supply of the area is considered and evaluated in this chapter under the general headings "Precipitation," "Runoff," "Un- derground Hydrology," and "Quality of "Water." The following terms are used as defined in connec- tion with the discussion of water supply in this bulletin : Annual — This refers to the 12-month period from Jan- uary 1st of a given year through December 31st of the same year, sometimes termed the "calendar year." Seasonal — This refers to any 12-month period other than the calendar year. Precipitation Season — The 12-month period from Jxily 1st of a given year through June 30th of the follow- ing year. Runoff Season — The 12-month period from October 1st of a given year through September 30th of the following year. Investigational Seasons — The four runoff seasons of 1948-49, 1949-50, 1950-51, and 1951-52, during which most of the field work on the San Joaquin County Investigation was performed. Mean Period — A period chosen to represent conditions of water supply and climate over a long series of years. Base Period — A period chosen for detailed hydrologic analysis because prevailing conditions of water sup- ply and climate were approximately equivalent to mean conditions, and because adequate data for such hydrologic analysis were available. Mean — This is used in reference to arithmetical aver- ages relating to mean periods. Average — This is used in reference to arithmetical averages relating to periods other than mean pe- riods. In studies for the current State-Wide Water Re- sources Investigation, it was determined that the 50 years from 1897-98 to 1946-47, inclusive, constituted the most satisfactory period for estimating mean seasonal precipitation generally throughout Califor- nia. Similarly, the 53-year period from 1894-95 to 1946-47, inclusive, was selected for determining mean seasonal runoff. In studies for the San Joaquin Area, conditions during these periods were consid- ered representative of mean conditions of water sup- ply and climate. Studies were made to select a base period for hy- drologic analysis of the San Joaquin Area during which conditions of water supply and climate would approximate mean conditions, and for which ade- quate data on inflow, outflow, and ground water levels would be available. It was determined that the 12-year period from 1939-40 to 1950-51, inclusive, was the most satisfactory in this respect. Conditions during this chosen base period so closely approached conditions prevailing during the mean period that they were considered to be equivalent. For this rea- son, determined relationships between base period water supply and present and probable ultimate water utilization were assumed to be equivalent to corresponding relationships which might be expected under mean conditions of water supply and climate. The water supply presently available to the San Joa- quin Area is affected by upstream water utilization, operation of upstream reservoirs, and upstream di- versions for export from the tributary watersheds. The largest and most important exportation of water from the watershed above the San Joaquin Area is the diversion from the Mokelumne River at Pardee Reservoir by the East Bay Municipal Utility District, which commenced in 1929 with a water right permit to divert up to a maximum of 200 million gallons per dav. The diversion has progressively increased from 16^590 acre-feet in 1929 to 102,830 acre-feet in 1952. To the extent that consumptive use in and exports from watersheds tributary to the San Joaquin Area are increased, the water supply available to the area is correspondingly reduced. PRECIPITATION The San Joaquin Area lies within the southern fringe of storms which periodically sweep inland from the North Pacific during winter months. Al- though the rainfall resulting from these storms is moderate on the average, direct precipitation pro- vides a substantial portion of the water supply of the area. (25) 26 SAN JOAQUIN COUNTY INVESTIGATION TABLE 1 MEAN, MAXIMUM, AND MINIMUM SEASONAL PRECIPITATION AT SELECTED STATIONS IN OR NEAR SAN JOAQUIN AREA Map reference number Station County Elevation, in feet Period of record Source of record Mean seasonal precipi- tation. Maximum and minimum seasonal precipitation in inches Season Inches 5-1501 Clay Sacramento 100 1933-1952 EBMUD *17.18 1940-41 1938-39 26.00 11.90 5-150 Gait Sacramento 49 1878-1933 USWB *17.65 1889-90 1923-24 33.60 8.75 5-142 Drvtown . Amador 790 1891-1906 USWB *22 . 80 1894-95 1897-98 39.94 16.35 5-141 Amador- 287 1878-1915 1915-1952 USWB SPRR 21.22 1936-37 1923-24 34.99 10.50 5-143 Amador. _ _ _ 1,500 1892-1947 USWB 28.45 1894-95 1923-24 54.07 13.26 5-154 Calaveras _ _ _ 658 1929-1952 EBMUD *20.24 1935-36 1932-33 29.97 12.67 Calaveras 670 1926-1940 USWB *20.87 1935-36 1932-33 29.92 12.72 5-157 Mokelumne Hill- Calaveras ... 1,550 1882-1947 USWB 29.75 1889-90 1923-24 54.59 13.33 5-158.. Calaveras 996 1924-1951 USWB *26 . 76 1935-36 1923-24 38.76 15.68 5-153 Calaveras.. 200 1926-1952 USWB *18.93 1949-50 1930-31 27.44 10.32 5-156 Calaveras 673 1888-1915 1921-1942 1944-1952 USWB Private Private *21.55 1889-90 1923-24 38.15 10.08 5-172 300 1907-1947 USWB *19.31 1935-36 1923-24 28.87 8.81 5-173 . Milton 660 1888-1952 USWB 20.02 1894-95 1923-24 32.31 10.47 5-0159 San Joaquin 120 1933-1952 EBMUD *17.60 1936-37 1938-39 24.79 11.09 5-0161 Lind's Airport __ San Joaquin .. 60 ** 1936- 1939 EBMUD 5-0168 San Joaquin 80 1925-1931 1937-1940 USGS EBMUD *16.75 1939-40 1938-39 21.03 10.43 5-149 San Joaquin . 17 1913-1952 USWB *15.20 1913-14 1923-24 24.71 8.36 5-151 Elliott San Joaquin 85 1926-1952 USWB *16.65 1940-41 1930-31 23.76 10.06 5-169 . San Joaquin 50 1889-1952 USWB 16.51 1889-90 1897-98 33.45 9.30 5-152... San Joaquin 100 1926-1952 Private *lfi.24 1936-37 1930-31 23.04 9.96 5-171 Bellota San Joaquin 130 1911-1929 USWB *18.59 1913-14 1923-24 25.02 9.57 5-176 San Joaquin 15 1867-1952 USWB 14.10 1900-07 1870-71 22.49 6.73 5-187 San Joaquin 54 1879-1945 USWB *9.55 1889-90 1916-17 24.92 4.59 5-188... San Joaquin 27 1897-1947 USWB 11.43 1940-41 1897-98 16.49 3.96 5-177 San Joaquin 111 1877-1915 1919-1952 USWB Private 15.21 1889-90 1911-12 24.82 7.93 5-194 Westley... 90 1889-1918 USWB *10.53 1913-14 1912-13 17.23 3.96 WATER SUPPLY 27 TABLE 1— Continued MEAN, MAXIMUM, AND MINIMUM SEASONAL PRECIPITATION AT SELECTED STATIONS IN OR NEAR SAN JOAQUIN AREA Map reference number Station ( 'ounty Elevation, in feet Period of record Source of record Mean seasonal precipi- tation, in inches Maximum and minimum seasonal precipitation Season Inches 5-195 5-178 Modesto Oakdale, Woodward Dam Child's Ranch Marshall Ranch Moffatt Ranch __ __ Woodbridge Youngstown Stanislaus 90 215 150 60 75 45 65 1871-1952 1880-1943 1937-1941 1925-1929 1937-1952 ** 1937- 1940 1937-1944 1938-1952 USWB USWB EBMUD USGS EBMUD EBMUD EBMUD EBMUD 11.37 *13.86 *17.61 *15.28 *15.86 *15.08 1906-07 1912-13 1906-07 1912-13 1939-40 1938-39 1951-52 1938-39 1940-41 1938-39 1951-52 1946-47 19.04 3.58 22.62 SJ-1 SJ-2 _ . San Joaquin San Joaquin San Joaquin San Joaquin San Joaquin 6.42 22.89 11.99 21.91 SJ-3 S.J-4 9.79 23.03 10.15 22.41 10.10 * Estimate. ** Incomplete records. USWB— United States Weather Bureau. EBMUD— East Bay Municipal Utility District. SPUR — Southern Pacific Railroad Company. Precipitation Stations and Records Twenty-eight precipitation stations in or adjacent to the San Joaquin Area have unbroken records of ten years' duration or longer. These stations are fairly well distributed areally and their records were suf- ficient to provide an adequate pattern of precipita- tion. Most of the records of precipitation have been published in bulletins of the United States Weather Bureau. Unpublished records at several additional stations were obtained from local agencies and indi- viduals, and are included as Appendix C. Locations of the precipitation stations are shown on Plate 3, entitled "Lines of Equal Mean Seasonal Precipita- tion," with map reference numbers corresponding to those utilized in State Water Resources Board Bul- letin No. 1, "Water Resources of California." The stations and map reference numbers are listed in Table 1, together with elevations of the stations, pe- riods and sources of record, and mean, maximum, and minimum seasonal precipitation. In those instances where it was necessary, precipitation records were extended to cover the 50-year mean period by com- parison with records of nearby stations having rec- ords covering this period. Precipitation Characteristics Because of the uniformity of the general precipita- tion pattern in the San Joaquin Area, as indicated on Plate 3, precipitation at Stockton was considered to be fairly representative of rainfall over the area. A record of precipitation at Stockton was available from a United States Weather Bureau station main- tained since 1867-68. Recorded seasonal precipitation at this station is presented in Table 2 and shown on Plate 4, entitled "Recorded Seasonal Precipitation at Stockton. ' ' Precipitation in the San Joaquin Area consists al- most entirely of rainfall, and snowfall is rare. It increases generally from southwest to northeast, as shown on Plate 3. Mean seasonal depth of precipita- tion ranges from about 13 inches along the south- western boundary of the area to about 18 inches at its extreme easterly limit. At Farmington, in the southern portion of the area, mean seasonal precipita- tion is about 15 inches, whereas at Gait, about one mile north of the area, it is approximately 18 inches. Precipitation varies over wide limits from season to season, ranging from less than 50 per cent of the seasonal mean to over 200 per cent. Maximum sea- sonal precipitation at Stockton occurred in 1906-07 when 22.49 inches of rain were recorded. In 1870-71, the minimum season at this station, precipitation was only 6.73 inches. Long-term trends in precipitation in the San Joaquin Area are indicated on Plate 5, entitled "Accumulated Departure From Mean Sea- sonal Precipitation at Stockton." More than 80 per cent of the seasonal precipitation in the San Joaquin Area occurs during the five months from November through March, on the aver- age and the summers are dry. Mean monthly dis- tribution of precipitation as recorded at Stockton is presented in Table 3. 1'S SAX JOAQUIN COUNTY INVESTIGATION TABLE 2 RECORDED SEASONAL PRECIPITATION AT STOCKTON, 1867-68 THROUGH 1951-52 (In inches) TABLE 3 MEAN MONTHLY DISTRIBUTION OF PRECIPITATION AT STOCKTON Season Precipitation Season Precipitation 1867-68 20.71 16.45 7.64 6.73 20.80 13.28 15.17 11.14 18.26 7.10 18.76 11.46 15.34 14.68 9.69 15.26 20.36 9.59 17.39 7.83 10.83 12.99 22.37 10.09 12.21 15.89 15.83 19.78 14.70 12.62 6.94 14.40 16.29 16.74 14.03 1 4 . .14 14.23 18.19 18.68 22.49 11.09 15.89 1909-10 13.81 68-69 10-11 19.93 11-12 9.06 1869-70 12-13 7.30 70-71 13-14 17.89 71-72 1914-15 72-73 17.46 73-74 15-16 18.04 16-17 10.87 1874-75 . . 17-18 8.79 75-76 18-19 15.89 76-77 1919-20 77-78.., 7.79 78-79 20-21 15.06 21-22 14.66 1879-80.. 22-23 16.71 80-81.- 23-24 6.81 81-82 1924-25 25 26 82-83 18 04 83-84 12.81 26-27- 15.35 1884-85 27-28 11.47 85-86... 28-29 9.72 86-87 1929-30 87-88. 10.52 88-89 30-31 9.60 31-32 13.06 1889-90- 32-33 9.55 90-91--. 33-34 9.59 91-92. 1934-35 92-93_.. 14.18 93-94 35-36 17.38 36-37 17.89 1894-95-. 37-38 17.78 95-96 38-39 10.21 96-97 1939-40 97-98 17.35 98-99... 40-41 18.40 41-42 19.98 1899-1900 42-43 18.00 00-01 43-44 13.42 01-02 1944-45 14.81 03-04... 45-46 13.14 46-47 9.13 1904-05... 47-48 11.75 05-06. _. 48-49 11.15 06-07 1949-50 07-08 10.57 08-09- 50-51 17.13 51-52 19.56 Precipitation Month Precipitation Month in inches in per cent of seasonal total in inches in per cent of seasonal total 0.00 0.01 0.23 0.68 1.41 2.65 0.0 0.0 1.6 4.8 10.0 18.8 January February March _ _ . April May June TOTALS.. 2.93 2.43 2.06 1.03 0.56 0.11 20.8 August September October November December 17.3 14.6 7.3 4.0 0.8 14.10 100.0 gational seasons, the foregoing estimates for the mean period were adjusted on the basis of the average of recorded precipitation at Stockton, Farmington, and Lockeford. The results of the estimates are presented in Table 4, which also shows the precipitation index for the base period and each of the investigational seasons. The term "precipitation index" refers to the ratio of the amount of precipitation during a given season to the mean seasonal amount, and is expressed as a percentage. TABLE 4 ESTIMATED WEIGHTED SEASONAL DEPTH AND TOTAL QUANTITY OF PRECIPITATION ON SAN JOAQUIN AREA Average for 12-year base period, 1939-40 through 1950-51: 14.57 inches Mean for 50-year period, 1897-98 through 1946-47: 14.10 inches Average for 85-year period of record, 1867-68 through 1951-52: 14.12 inches Precipita- tion index Precipitation Season Depth, in inches Quantity, in acre-feet 1948-49 80 82 118 134 100 100 12.3 12.7 18.2 20.6 15.4 15.4 374,000 49-50- 385,000 50-51 552,000 51-52 625,000 Average for 12-year base period, 1939-40 through 1950-51 Mean for 50-year period, 1897-98 through 1946-47 468,000 468,000 Quantity of Precipitation Tbe mean seasonal quantity of precipitation in the San Joaquin Area was estimated by plotting recorded or estimated mean seasonal depth of precipitation at stations in or near the area on a map. Lines of equal mean seasonal precipitation, or isohyets, were then drawn, as are shown on Plate 3. By planimetering the areas between these isohyets, the weighted mean sea- sonal depth and total quantity of precipitation were estimated. In order to determine seasonal depth and quantity of precipitation during the base period and investi- RUNOFF Runoff from the highly productive watersheds of the Sierra Nevada constitutes the most important source of water supply available to the San Joaquin Area, which embraces the valley floor lands between the Sierra Nevada and the Sacramento-San Joaquin Delta. The Mokelumne River, which traverses the area from east to west, is the principal tributary stream. There is considerable development and use of the waters of the Mokelumne at the present time, and further development is planned in the near future. Conservation works exist also on the Calaveras River and Littlejohns Creek. Streams tributary to the San WATER SUPPLY 29 Joaquin Area, with further regulation and develop- ment, are a potential source of water to meet present and future requirements in the area. Stream Gaging Stations and Records Available records of runoff of the principal streams of the San Joaquin Area were sufficient in number, length, and reliability for purposes of required hydro- graphic studies. With respect to certain of the smaller streams, however, records of runoff were nonexistent or confined principally to measurements made during the investigational seasons. By comparison with records of nearby stations on major streams, adequate estimates were made of runoff of these smaller streams. Table 5 lists those stream gaging stations pertinent to the hydrography of the San Joaquin Area, together with their map reference numbers, drainage areas above stations where significant, and periods and sources of records. These stations are also shown on Plate 3. The map reference numbers for the first nine stations listed correspond to those used in State Water Resources Board Bulletin No. 1, "Water Resources of California." New map reference numbers were assigned to the remaining stations listed. The last 11 stations were installed, operated, and maintained as a part of the San Joaquin County Investigation. Most of the runoff records listed in Table 5 have been pub- lished by the United States Geological Survey in its Water-Supply Papers, or by the Division of Water TABLE 5 STREAM GAGING STATIONS IN OR NEAR SAN JOAQUIN AREA Map reference number 5-818. 5-822. 5-821. 5-791- 5-827. 5-829- 5-829a 5-786. 5-785. 5-789. 5-784. SJ-1.. SJ-2-. SJ-3-- SJ-4-. SJ-5-. SJ-6_- SJ-7.. SJ-8-. SJ-9.. SJ-10. SJ-11- Stream Mokelumne River Mokelumne River Woodbridge Canal Bear Creek Dry Creek Dry Creek Dry Creek Calaveras River Cosgrove Creek Stockton Diverting Canal Littlejohns Creek Calaveras River Calaveras River Mormon Slough Dry Creek Jackson Creek Duck Creek___ Duck Creek Lone Tree Creek Lone Tree Creek Tempo Creek French Camp Slough Station at Clements at Woodbridge at diversion near Lockeford at Forni Ranch near Gait near Gait at Jenny Lind near Valley Springs.. at Stockton at Farmington at Bellota near Stockton at Bellota near lone at State Highway 88 at Farmington near Stockton at Valley Home at Austin Road at Jack Tone Road - at Sharps Lane Drainage area, in square miles 630 644 48.4 279 346 325 395 20.6 193 183 76 25.9 12.0 Period of record 1904-1952 1924-1952 1926-1952 1930-1933 1933-1943 1944-1952 1911-1912 1925-1932 1948-1949 1926-1933 1933-1939 1941-1944 1944-1951 1907-1952 1929-1952 1944-1952 1925-1926 1942-1944 1946-1952 1948-1952 1948-1952 1948-1952 1949-1950 1949-1950 1949-1952 1949-1952 1949-1952 1949-1952 1950-1952 1949-1952 Source of record USGS USGS USGS ISO EBMUD USGS USGS USGS DWR USGS EBMUD USBR USGS and DWR USGS USGS USGS USGS USBR USCE DWR DWR DWR DWR DWR DWR DWR DWR DWR DWR DWR USGS — United States Geological Survey. EBMl'I) — East Bay Municipal Utility District. 1>\VR — Division of Water Resources. USBR — United States Bureau of Reclamation. USCE — United States Corps of Engineers. :,(> SAX .JOAQUIN COUNTY INVESTIGATION Resources in its Reports of Sacramento-San .Joaquin Water Supervision. The following records have not been published elsewhere, and are included in Ap- pendix D : Period of record .1933-1939; 1942-1944 _. January, 1950-May, 1950 January, 1950-April, 1950 1933-1943 Station Dry Creek near Gait Dry Creek near lone __ Jackson Creek at State Highway 88 . Bear Creek at Lockeford. Littlejohns Creek at Fannington 1042-1944 February. 1946-September, 1952 Runoff Characteristics An excellent continuous record of flow of the Mokel inline River at Clements is available for tbe period since October, 1004, when a stream gaging sta- tion was established by the United States Geological Survey. This record provides a measure of flow of the Mokelumne River into the San Joaquin Area. A simi- lar continuous record of flow of the Calaveras River at Jenny Lind is available for the period since Jan- uary, 1!)()7, when a stream gaging station was estab- lished by the United States Geological Survey. This record likewise provides a measure of flow of the Cala- veras River into tbe San Joaquin Area. Since the Mokelumne River is by far the largest tributary stream, and has the longest period of record, it is con- sidered that its record of flow more nearly reflects characteristics of tributary runoff to the San Joaquin Area than do records of flow on other tributary streams. Flow of the Mokelumne River to the valley floor is impaired by operation of Pardee Dam and Reservoir and several smaller upstream reservoirs and hydro- electric plants. An estimate of the natural runoff of the Mokelumne River at Clements, as it would be if unimpaired by upstream diversion, storage, import, export, or change in upstream consumptive use of water caused by development, is included in State Water Resources Board Bulletin No. 1, "Water Re- sources of California." This estimate, together with recorded seasonal runoff of the Mokelumne at Clem- ents, is presented in Table 6. The estimate of natural flow is also shown graphically on Plate 6, entitled •'Estimated Seasonal Natural Runoff of Mokelumne River at Clements." Estimates of natural flow of streams of the San Joaquin Area indicate that average seasonal runoff during the 12-year base period approximated the sea- sonal mean during the 53-year period. For the Mokel- umne and Calaveras Rivers, these estimates were ob- tained from State Water Resources Board Bulletin No. 1. Natural flow of Dry Creek, Littlejohns Creek, and minor streams tributary to the area was esti- mated during the current investigation. The estimates of natural flow are presented in Table 7, together with runoff indices for the combined natural flow of streams tributary to the San Joaquin Area. The term TABLE 6 RECORDED AND ESTIMATED SEASONAL NATURAL RUNOFF OF MOKELUMNE RIVER AT CLEMENTS (In acre-feet) Estimated Recorded Recorded Season runoff at Season runofi at Clements Clements Clements Clements 1894-95 1,449,000 1924-25 824,000 835,000 95-96 790,000 25-26 374,000 375,000 96-97 1,025,000 26-27 877,000 896,000 97-98 360,000 27-28. ... 639,000 640,000 98-99 582,000 28-29 288,000 342,000 1899-1900 733,000 1929-30 300,000 467,000 00-01 1.209.000 30-31 187,000 212,000 01-02 646,000 31-32 492,000 764,000 02-03 794,000 32-33 382,000 412,000 03-04 1,338,000 33-34 . ... 360.000 302,000 1904-05 629,000 665,000 1934-35 539,800 736,000 05-06 1 .360,000 1,374,000 35-36 860,200 935,000 06-07 1,720,000 1,737,000 36-37 673.700 742,000 07-08 __ 475,000 480.000 37-38 1,208.000 1,308,000 08-09 1.160,000 1.177,000 38-39 413,000 347,000 1909-10. _ 906,000 919,000 1939-40 734,200 903,000 10-11 1 .530,000 1.533,000 40-41 778,000 873,000 11-12 393.000 401.000 41-42 934.100 1,012,000 12-13 423.000 438,000 42-43 998.800 1.054,000 13-14 1,080,000 1,087,000 43-44 386.200 460,000 1014-15 823,000 837,000 1944-45. _ _. 666.300 799,000 15-16 1,030,000 1,042.000 45-46 645,700 761,000 16-17. __ 868,000 877,000 46-47 305,100 404,000 17-18 521,000 527.000 47-48 460.500 649,000 18-19 590,000 596,000 48-49 408,400 529,000 1919-20 464.000 469,000 1949-50 607,300 766,000 20-21. __ 865,000 875,000 50-51 1,107,000 1,234,000 21-22. __ 919,000 925,000 51-52 1,190,200 1,352,000 22-23 703,000 710,000 23-24 182,000 187,000 Mean seasonal natural runoff for 53-year period, 1894-95 through 1946-47: 780,000 acre-feet "runoff index" refers to the ratio of the amount of runoff during a given season to the mean seasonal amount, and is expressed as a percentage. Discharge of streams tributary to the San Joaquin Area varies between wide limits from season to season, and within the season. This is indicated by flow of the Mokelumne River at Clements, where the maximum recorded seasonal runoff occurred in 1906-07 and amounted to 1,720,00!) acre-feet. The minimum sea- sonal runoff recorded at this station occurred in 1923- '24 and was less than 182,000 acre-feet. Maximum re- corded instantaneous discharge was 28,800 second- feet on November 21, 1950, and flow recorded on July 9 and August If), 20, 21, 22, and 23, 1934, was zero. Estimated mean monthly distribution of natural flow of the Mokelumne River at Clements is presented in Table 8. Quantity of Runoff Available records of stream flow, including those obtained from measurements made in connection with the investigation, were sufficient to permit fairly re- WATER SUPPLY 31 TABLE 7 ESTIMATED SEASONAL NATURAL FLOW OF STREAMS TRIBUTARY TO SAN JOAQUIN AREA, 1939-40 THROUGH 1951-52 (In acre-feet) Season Runoff index Mokelumne River :it Clements Calaveras River at Jenny Lind Dry Creek near lone Littlejohns Creek at Farmington Minor streams < Combined flow 1939-40 115 111 126 144 56 99 86 42 69 60 87 165 182 97 100 903.000 873.000 1,012,000 1,054,000 460,000 799.000 761,000 404,000 649,000 529,000 766,000 1.234,000 1 ,352,000 787,000 780,000 208,000 202.000 200.000 276.000 77,400 154,000 117,000 49,100 82,000 79,600 120,500 306,500 333,600 156,000 199,000 99,500 KO.300 148,900 208,100 .-.2.500 125,600 98,100 24,800 19.100 48,600 65,900 219,400 234,800 102,200 97.000 63,300 63,900 50,500 66,800 39,700 34.100 14.200 12.300 13,100 16,500 35,800 88.400 101,000 41,500 43,100 60,000 60,000 50,000 63.000 21,500 37,400 12,000 1.800 11.400 16.800 23.900 65.400 85,000 35,300 40,000 1 333 800 40-41 1,285,200 41-42. 1,461,400 42-43. 1,667,900 43-44 _ . 651,100 1944-45 1,150,100 45-46_- - .. 1.002,300 46-47-- 492,000 47-48 - 804,600 48 49 690,500 1,012,100 1949-50 50-51 1,913,700 51-52 2,106,400 Average for 12-year base period, 1939-40 through 1950-51 1.122.0C0 1,159,100 TABLE 8 ESTIMATED MEAN MONTHLY DISTRIBUTION OF NATURAL FLOW OF MOKELUMNE RIVER AT CLEMENTS Month Runoff, in acre-feet Per cent of seasonal total October _ 5,500 15,600 28,100 46,000 64,700 94,400 138,800 203.600 144.300 32,800 3.900 2.300 0.7 November.. . . December - 2.0 3.6 January . _ _ 5.9 February 8.3 March 12.1 17.8 May 26.1 June July J8.5 4.2 August 0.5 September 0.3 TOTALS... 780,000 100.0 liable determination of surface inflow to and surface outflow from the San Joaquin Area during the 12- year base period, and during the seasons of the in- vestigation. However, surface inflow available to the area is affected by upstream water utilization, opera- tion of upstream reservoirs, and upstream diversions for export from the tributary watersheds. It is empha- sized that, to the extent that consumptive use in and exports from these watersheds are increased, surface inflow to the area would be correspondingly reduced. Surface inflow to the San Joaquin Area from the Mokelumne River was directly measured at the Clem- ents station. Inflow from the Calaveras River was de- termined from recorded flow at Jenny Lind, plus un- measured inflow between Jenny Lind and Bellota, which in turn was determined by correlation with re- corded flow of Bear Creek at Lockeford. Inflow- from Dry Creek was estimated from records of flow of Sut- ter Creek from October, 1939, to December, 1941, of the Cosumnes River from January, 1941, to Septem- ber, 1942, and of Dry Creek at Gait from October, 1942, to September, 1948. The flow of Dry Creek was measured at Forni Ranch during the 1948-49 season, and by the combined flow of Dry Creek near lone and Jack-son Creek at State Highway 88 for the 1949-50 season. Inflow from Littlejohns Creek was measured at the Farmington station for all but the first three seasons of the 12-year base period. For those seasons when records were not available, inflow from Little- johns Creek w r as estimated by correlation with re- corded flow of Bear Creek at Lockeford. Inflow to the area from Duck Creek at Farmington, Lone Tree Creek at Valley Home, and Tempo Creek at Jack Tone Road, was estimated for seasons when records were not available by correlation with recorded flow of Bear Creek at Lockeford. Surface outflow from the San Joaquin Area in the Mokelumne River was directly measured at the Wood- bridge station. Although this station is several miles east of the western boundary of the area, net accre- tion to the river west of this station is considered negligible, with the exception of water from Dry Creek which discharges into the Mokelumne near Thornton. Outflow from Dry Creek was directly meas- ured near Gait from 1942-43 to 1950-51, inclusive. The flow of Dry Creek near Gait for the three seasons 1939-40 to 1941-42, inclusive, was estimated by correl- ation with the flow of Sutter Creek and the Cosumnes River. Surface outflow in the Calaveras River was directly measured at the Stockton Diverting Canal immediately north of Stockton from 1944 to the pres- Looking Westerly From Outlet of Woodward Dam on Simmons Creek WATER SUPPLY 33 ent time, and at the mouth of the old Calaveras River channel from 1948-49 through 1951-52. Surface out- flow from the Western Mokelumne Unit during the 12-year base period from 1939-40 through 1950-51 was estimated. The outflow from this unit is made up of waste water from the laterals of the AVoodbridge Irri- gation District and from reclamation pumps in the sloughs of the western edge of the unit. The Avaste of the Woodbridge Irrigation District was directly meas- ured during 1952, and was estimated for the other yens from this study and studies made by the East Bay Municipal Utility District from 1926 through 1936. Outflow pumped by reclamation pumps was esti- mated from studies made in similar areas where a per- centage factor of water pumped was related to water applied, and from rainfall. Outflow in French Camp Slough and Duck Creek was directly measured during the seasons of investigation, and was estimated during those seasons when no records were available. Measured and estimated seasonal surface inflow to and outflow from the San Joaquin Area during the base period and during 1951-52 are presented in Table 9. UNDERGROUND HYDROLOGY The San Joacpiin Area overlies a portion of the ground water basin of the San Joaquin Valley, and water pumped from storage in the basin presently serves nearly 80 per cent of the land irrigated in the area. Percolation of rainfall, stream flow, drainage from adjacent hills, and of the unconsumed portion of applied irrigation water, is the most important source of ground water replenishment. The term "free ground water," as used in this bul- letin, generally refers to a body of ground water not overlain by impervious materials, and moving under control of the water table slope. "Confined ground water" refers to a body of ground water overlain by material sufficiently impervious to sever free hydrau- lic connection with overlying water, and moving under pressure caused by the difference in head between intake and discharge areas of the confined water body. In areas of free ground water, the ground water basin provides regulatory storage to smooth out fluctuations in available water supplies, and changes in ground water storage are indicated by changes in ground water levels. Data and information collected during the San Joa- quin County Investigation indicate that free ground water generally exists in present zones of pumping, although there appears to be some temporary or par- tial confinement in certain depth zones. Study of his- toric fluctuations of the water table in the San Joa- quin Area, under varying conditions of draft and re- plenishment, permitted a determination of changes in ground water storage in the basin and its safe yield of water under stated conditions. Ground Water Geology Geologic features of the ground water basin under- lying the San Joaquin Area were investigated by the Division of AVater Resources during the current in- vestigation. A geologic study of the Mokelumne River area, which comprises the northern part of the San Joaquin Area, has been made by the United States Geological Survey, results of which were published in United States Geological Survey Water-Supply Papers 619 and 780. The San Joaquin Area is located on the gentle allu- vial slope at the western base of the Sierra Nevada. This slope has been built up by material carried out of the Sierra Nevada by a number of streams, chief among which are Dry Creek, Mokelumne River, Cala- veras River, and Littlejohns Creek. East of the allu- vial area the elevations increase, and rocks exposed at the surface generally become older. Geologic Formations. Geologic formations under- lying the San Joaquin Area are summarized in Table 10. The surface of the pre-Cretaceous igneous and met- amorphic rocks dips gently westward in the Sierra Nevada, and this dip continues beneath the younger sediments of the San Joaquin Valley. The sediments of Cretaceous to Recent age thus form a great wedge Avhich is thickest in the center of the valley (near the western boundary of the San Joaquin Area as herein defined), and which feathers out against the crystal- line rocks at the eastern edge of the valley (generally a few miles east of the eastern edge of the San Joa- quin Area). The post-Eocene sediments yield fresh Avater to Avells in all but the extreme Avestern part of the San Joaquin Area and are therefore of major interest in the present study. Pre-Cretaceous crystalline rocks, underlying the sediments of the San Joaquin Area at depth and reaching the surface in the Sierra NeA'ada, are prin- cipally metamorphosed sediments and igneous rocks, and unmetamorphosed granitic rocks. Tertiary vol- canic rocks, not shoAvn in the above table, also occur. The crystalline rocks are not important for the pres- ent study, as in general they neither contain nor transmit large amounts of ground Avater. Cretaceous marine sediments of unknown thickness overlie the crystalline basement beneath the San Joa- quin Area. Electric logs indicate that these sediments contain only saline Avaters. Several Eocene formations have been identified in oil and gas Avells in the San Joaquin Area, but these are mostly, if not all, marine and contain poor quality waters. Clay and some sandstone of the lone forma- tion, in part continental, crop out in places east of tlic San Joaquin Area, mostly north of the Mokel- umne River. Outcrops of an older Eocene formation 2—19144 34 SAN JOAQUIN COUNTY INVESTIGATION O 3 o Q z < o ^ O 3 st o I— LU u 2 < "? u- o 3 r> CO — < < O < CO < Z LU — CO 3 go ^ Z '- < Q % Z O ^ Ll_ Q LU DC 3 co < o O O A — i oooooooo r oooooooo oo o "S s oooooooo o oooooooooo o 'C ■■* wj »o W0W0r4»0»0^ X ~ X 1^ oi_ © OS ^ -t -^_ OS a S.S. OJ N 5C- n O N O w of so" of x" co" co" co" x" X" Tff X* OS* u ^' ~CO l" U3 CO CO OS tT h?| Ol Ol Tf OS i-i CO 01 CD 00* oo" CO* »o* TfiOiiQH^hKOOO r~" »o OS CO CN O "■ M M r^ CO CO OS Ol CO t^ 01 ^h »o OS H«W * OS O Ol 01 t~ - X ~ " " oooooooo o OOOOOOOOOO' o * x" co cc" io" -*" os CO of ^" N-" r-" 'i' co* ^-* os" x' o* OS tO O Ol — ' X --« Ol 01 o — O CO 01 OS Ol — Ol OS t^_ CO Ol a x_ OS CO Ol US CO ^ " ^ o OOOOOOOO o oooooooooo o oooooooo o oooooooooo o CO lO_ OS ■* OS CN 00 oi_ Ol ri oi — X co_ os ^ oi_ i-H h o OS r~" oo* os of tjh" io* o" t~* CO* co" o" r~" o" -t th co* t^* oi* ^* o" ■■# O Ol to CO HCI 1^ :i h oo c h co co In. OS CSh fl a X ^1 - - ~ oooooooo o oooooooooo o <# oooooooo o oooooooooo o "t "1 '*•: "> °°. "^ **: ^ t~ Ol t^ io CO Ol ^- Ol O -f o OS 00 x" io" of — " io* co" t-" «o" o" of co" O* i-H io* ^h* x' co" -1* t^f CD* ■** O X T* .-< Ol OS Tti CO IO a ^-< CO CN cs -f X a "O Ol XX ■* CO OOOOOOOO o oooooooooo o OOOOOOOO' o O OOOXOOOO o iqooionoioon OS t>. O 0_ b- MOONiO CN l> O" Of CO* CO* i-f -r" io" tC X* IO* X* t~* — " IO* IO ■-"■> O X -P --< Ol Ol ^H CO CO HC1 t^ OS rjl US a CO CO xx •V oooooooo o oooooooooo o t«" oooooooo o O COOXOO o o 1 i-H r> oq oi cn -f oo oi "*- OS Ol OO tP O ^f CO IO* Oi* o* oi* io* V h-" X* ■*" O* OS* O* ■<# O -* Ol --< Ol IO CO i-^ «W ^h OS CO X « T* i-i XX Ol CO oooooooo o oooooooooo o a oooooooo o o oooooooo o o t-. --. i-H Ol^ t>- CD •+ O x_ N 0_ ■* CO_ CO ^H -^ O CO CD 03 *o IO* --* CO* — •* CO* Ol* IO* CO* *o" Of OS *#" CO* X IO* O* C0* h-" IO* -f •H- Ol Oi ^ Ol o O O X — CO IO CO OS CD -h x a OS IO « XX t^ iC oooooooo o oooooooooo o oooooooo o o oooooooo o t coxcoxcD'-osx OS t* X_ CO CO C0_ » ■* ts. OS o <* 'O 'O OS CO Ol X CD i-H IO* -* CO* IO* i-h" co" of x* co" io" os" ■^f CO CD *-H CO — Ol CO Ol IIS H H £ « CI (N. OS CO-- o_ IO r~< t-H XX X ■* ■* oooooooo o oooooooooo o oooooooo o o oooooooo o 0[ iO -t CN X In. X l>- CO r*. OS i^. co_ -o_ 01 O OS CO os_ co CO* -* co* of X* -1* OS o" CO* IO* tC ^h* CO* i-H ^h* O* CO* *f* of -* X X -V CO 01 OS tH f^ rf X CO CO T*l Os CO us a 10 Ol xx f CO oooooooo o OOOOOOOOOO o oooooooo o o oooooooo o X X — CO CO — 01 i0 CO IO p i.O 01 O 01 OS OS CO •o xoo — -p co x x CD* x" io" X* co" CD* CO io" »o* os" x" -r OS OS O CO — 01 — Ol t^ s o "i u n :i o OS OS Ol Ol cO_ X Ol Ol XX IO us X CI oooooooo o OOOOOOOOOO o oooooooo o O OOOOOOOO o — O 'O O 'O x -* ; ! ; ; ; ' : : ; i ' ' ! 1 ! o ! ! ! ! i i i 3 i i i i ! ! i i ! ! i .2 ' i O , i i ;CJ ; ; 1 , __] ( , , , €0 , i I i o ! ii : : § ; : : ;S : ; 9 1 1 1 ** 1 1 1 1 i 8 1 . elumne River veras River ' kton Diverting Ca Creek _ Creek b . t Creek ch Camp Slough _ dbridge Irrigation .easured outflow h . amation pumps b . . 3 o CO elumne River. veras River "... Creek .. Creek (Sacrann ejohns Creek. . Creek _. ar drainage 6 ped diversions' 1 < H o J o cg.o-3 o bg| go g J c o be 3 KM •S.gls £3 .-..-*■ WATER SUPPLY 35 TABLE 10 GEOLOGIC FORMATIONS UNDERLYING SAN JOAQUIN AREA Age Formation Range of thickness, in feet Recent Alluvium _ 0-25 Victor formation 0-125 Pleistocene-. Plio i 'i-Pleistocene . _ Arroyo Seco gravel 1 Laguna formation 0-1,200 Mehrten formation 75-550 Miocene Valley Springs formation 75-525 Eocene Various formations at depth: lone principal formation on outcrop -_ 75-4,000? Cretaceous Formations at depth; no out- Pre-Cretaceo JS .. Igneous and metamorphic have also been reported. The permeability of the Eocene formations is generally low. The Valley Springs formation crops out in an area lying a few miles east of the San Joaqnin Area. It is composed principally of pumice, rhyolitic volcanic ash, and clay, but contains some sand and conglom- erate. The formation generally contains good quality water in the eastern part of the San Joaquin Area, but its permeability is low and it does not yield much water to wells. The Mehrten formation occurs at the surface in an irregularly shaped area lying just west of the outcrop belt of the Valley Springs formation. Although much of this area lies east of the San Joaquin Area, it is important as an intake area for Mehrten aquifers underlying the San Joaquin Area itself. The Mehrten formation is principally made up of siltstone, sandstone, and conglomerate. It also con- tains some beds of unconsolidated sand and some layers of volcanic agglomerate probably derived from mudflows. "Black sands" reported from wells extend- ing into the Mehrten formation are so called because of their high content of andesitic grains. The thick- ness of the formation in the Mokelumne River area varies from 75 to 400 feet. This thickness appears to increase southward and westward. The formation dips a little less than 100 feet per mile in a direction slightly south of west in most of the San Joaquin Area, as shown on Plate 7, entitled "Geologic Cross Section." Many of the sands of the Mehrten formation are highly permeable, and furnish water to deep wells in the eastern part of the San Joaquin Area. The Mehrten aquifers receive percolation from the Mokel- umne River for about three miles cast of Clements, from the Calaveras River between one mile west of Bellota to five miles east of Bellota, from Farming- ton Reservoir on Littlejohns Creek, and from numer- ous small streams in the area of outcrop. Some wells produce large quantities of water from the Mehrten formation. Well 1N/9E-13A1, located about three miles east of Farmington and drilled from near the top of the Mehrten formation to a depth of about 650 feet, is reported to produce be- tween 1,200 and 1,350 gallons per minute, most or all of which undoubtedly comes from the Mehrten for- mation. Irrigation wells in the Calaveras alluvial fan east of Jack Tone Road are almost always drilled through at least one stratum of "black sand" in order to produce sufficient water. Both the composition and stratigraphic position of these black sands show that they occur most commonly in the Mehrten formation, although a few, composed perhaps of re-worked Mehr- ten detritus, are present in the overlying Laguna for- mation. A contour map shown in United States Geo- logical Survey Water-Supply Paper 780, which shows elevations of the top of the Mehrten formation, can be used to determine the approximate stratigraphic position of any given black sand by comparing its elevation with that of the top of the Mehrten. The black sands encountered by wells at depths of about 300 to about 450 feet in the Linden district appear to be in the central part of the Mehrten formation, and those in the vicinity of Jack Tone Road at depths of 400 to 550 feet are apparently near its top. A black sand examined from a well near the center of the town of Linden was a moderately well-rounded, mod- erately well-sorted, medium- to fine-grained sand composed largely of grains of metamorphic and vol- canic rocks. Andesite and basalt grains appeared to be the principal volcanic types. It is reported that many wells drawing from black sand aquifers have specific capacities in excess of 100. Specific capacity refers to the number of gallons of water per minute produced by a pumping well per foot of drawdown. Drawdown, in turn, refers to the lowering of the water level in a well caused by pumping, measured in feet. West of the outcrop area, water in the Mehrten aquifers is partially confined by relatively impervi- ous strata higher in the formation and in the over- lying Laguna formation. The water level of wells in the Mehrten formation, however, appears to be little different from that of nearby shallower wells. The Laguna formation underlies the area of gently rolling topography between the outcrop area of the Mehrten formation and the more recent sediments of the alluvial plain of the San .Joaquin Valley. The Laguna formation is largely composed of stream-laid 36 SAN JOAQUIN COUNTY INVESTIGATION sand and silt, but it contains sonic gravel and elay. Its composition varies markedly both vertically and laterally. The formation dips westward throughoul must of the San Joaquin Area and is in essential con- formity with the underlying Mehrten formation, but it appears to thicken notably to the west. Its thickness in the Mokelumne River area is given by the United State Geological Survey as 0-400 feet, but greater thicknesses of sediments of Laguna age must be pres- ent at depth west of the area of outcrop. Evidence concerning the age of the Laguna forma- tion was found during field work for the present in- vestigation by the discovery of three fossil horse teeth. In March, 1950, a tooth was found at a depth of 198 feet during drilling of well 1S/8E-2M2, owned by L. Malakas. Two other teeth were found by geolo- gists of the Division of Water Resources during ex- amination of a road cut on the Valley Home-Cometa Road, in the northeast quarter of Section 14, Town- ship 1 South. Range 9 East, M. D. R. & M. The latter two specimens were found in a clayey silt mapped as part of the Laguna formation. All three specimens were identified by D. E. Savage, curator of the Mu- seum of Paleontology of the University of California at Berkeley. Specimen No. 1 from the Malakas well was identified as a lower molar not earlier than late Pliocene and possibly early Pleistocene. Specimen No. 2, a tooth fragment, and Specimen No. 3, were iden- tified, respectively, as an upper molar and a lower milk premolar. Both teeth were from a Pleistocene horse. The evidence on the age of the Laguna formation given by these teeth agrees in general with the age as given in United States Geological Survey Water- Supply Paper 780, where the Laguna is described as "laid down presumably in Pliocene, but perhaps in early Pleistocene time." The Malakas tooth, believed from its position to be from deposits of Laguna age, could be either Pliocene or Pleistocene ; but the other two teeth indicate a Pleistocene age for at least part of the Laguna formation. The hydrologic characteristics of the Laguna for- mation are variable. Bodies of perched water are com- mon in its outcrop areas. Farther west, certain sands in the Laguna formation yield water to wells in suffi- cient quantity for irrigation, and several wells having yields in excess of 2,000 gallons per minute bottom in the Laguna formation and obtain much of their yield from it. Water-bearing yellow sands and gravels reached at depths in the vicinity of 200 feet just west of .Jack Tone Road between the Calaveras River and Mormon Slou»h are in all probability in the Laguna formation, and so are deeper water-bearing gray and reddish sands. The specific, capacity of wells in the yellow sand is reported to be generally on the order of :>(). Well logs indicate that numerous strata of blue clay occur in the Laguna formation beneath the western part of the area under consideration. The lo«i' of well 1N/6E-12F2, for example, drilled to a depth of 1,042 feet for the California Water Service Company in Stockton, shows alternating strata of blue clay and various types of sand between 120 feet and the bottom of the hole. One stratum of red clay is recorded in this interval. In the area between the Calaveras River and Mormon Slough, no blue clays have been reported east of Alpine Road, but farther south blue clays ap- pear in the logs of wells 1S/9E-9F1 and 1S/9E-5R1, located near the end of Skiff Road on either side of the Escalon-Bellota Road. Pressure 'effects are gener- ally marked in wells which penetrate blue clay. The Arroyo Seco gravel is a thin unit lying be- tween the Laguna and Victor formations. On the out- crop it is made up of weathered cobbles, sand, and gravel. The formation is believed to have once cov- ered an extensive pediment, part of which is now 7 buried beneath the Calaveras and Mokelumne River alluvial fans. Like the Laguna formation, the Arroyo Seco is believed to thicken westward underground. Sediments of Arroyo Seco age undoubtedly yield water to some Avells, but such sediments cannot be differentiated in logs from underlying and overlying formations. Patches of gravel both older and younger than the Arroyo Seco occur east of the San Joaquin Valley alluvial plain. They have no hydrologic significance. The name Victor formation was given by the au- thors of United States Geological Survey Water- Supply Paper 780 to deposits in parts of the alluvial plains of the San Joaquin Area where alluvium is not now actively accumulating, or would not be under normal conditions. Deposits on either side of the trench of the Mokelumne River, for example, belong to the Victor formation since the Mokelumne is en- trenched and can no longer lay down alluvial deposits by flooding the surrounding areas. Farther south, however, streams such as the Calaveras River and Littlejohns Creek flooded extensive areas under nat- ural conditions before construction of presently exist- ing levees and dams. Therefore, deposits of Victor age are there buried under a mantle of Recent allu- vium. The age of the Victor deposits is given in Water-Supply Paper 780 as Pleistocene, and their thickness as to 125 feet. The Victor formation is composed of sands, gravels, silts, and clays. It was laid down by the various streams debouching from the Sierra Nevada deposit- ing material on their growing alluvial fans. The sand: and gravel stringers in the Victor formation repre- sent active channels of the distributaries in which the coarser sediments were deposited. Silt and clay deposits represent areas between the active distribu- taries, areas in which deposits were made only at times of flood. The position of the active channels shifted continually during the process of building of WATER SUPPLY 37 the alluvial fans, and an interfingering network of sand and gravel stringers has resulted. Although most irrigation wells in the San Joaquin Area obtain their water principally or entirely from strata below the Victor formation, a number of wells obtain large yields mainly or entirely from Victor sediments. Several wells located a few miles south of Stockton and west of U. S. Highway 99 reportedly yield in excess of 2,200 gallons per minute. Two of these wells, 1N/7E-32P1 and IN 7E-32P2, are less than 200 feet deep and may obtain a large portion of their yield from sediments of the Victor formation. Sands, gravels, silts, and clays in active stream channels, and silts and clays in areas subject to flood- ing, compose the Recent alluvium. These deposits generally transmit water to underlying permeable formations, although, except in stream channels, the Recent deposits themselves are generally above the water table. Structure. Throughout most of the San Joaquin Area, surface and sub-surface deposits from Valley Springs to Arroyo Seco in age dip a few degrees south of west at a gentle angle. This dip is believed to be due to tilting of the Sierra Nevada block just prior to and during Arroyo Seco time. Sediments of the Victor formation, deposited on the Arroyo Seco pediment, are essentially flat-lying. Incomplete information from petroleum geologists reveals that an arch disturbs the regional dip in the southern part of the San Joaquin Area, south of a fault believed to lie about two and one-half miles south of Stockton and to trend about N. 60° E. The trend of the axis of this arch appears to be north- westerly, in conformity with the regional strike. Movement of Ground Water. Ground wateis enters all the water-bearing formations of the San Joaquin Area by percolation of water from surface streams in the outcrop areas of the formations, by rainfall penetration, and by percolation of unconsumed w r ater supplies on irrigated lands. Movement of ground water is in a general westerly direction throughout most of the San Joaquin Area. A marked cone of depression exists under the area of the City of Stockton, and water moves toward the center of this cone from all directions. Direction of ground water movement is perpendicular to the eon- tours of ground water elevation as shown on Plate 9, "Lines of Equal Elevation of Ground Water, Fall of 1952." Specific Yield and Ground Water Storage Capacity The term "specific yield," when used in connec- tion with ground water, refers to the ratio of the volume of water a saturated soil will yield by gravity to its own volume, and is commonly expressed as a percentage. Ground water storage capacity is esti- mated as the product of the specific yield and the volume of material in the depth intervals considered. During studies of the ground water basin of the San Joaquin Area, specific yield of different depth zones was estimated after analyzing some 300 well logs. The estimates were based on previously deter- mined characteristics of the various types of material classified in the well logs. Such characteristics of various types of material are set forth in State Water Resources Board Bulletin No. 1. Ground water storage capacity of the San Joaquin Area was determined for depth intervals from 25 to 50 feet, 50 to 75 feet, 75 to 300 feet, 100 to 125 feet, 125 to 150 feet, 150 to 175 feet, 175 to 200 feet, and for the entire interval from 25 to 200 feet below ground sur- face. However, in an area of saline ground water centered under the City of Stockton in the western portion of the Calaveras Unit and encompassing about 10,000 acres, where storage capacity below a depth of 100 feet Avas considered not usable under present conditions, the determination was limited to the 25- to 100-foot depth interval. Also, well logs indicating the type of material below a depth of 150 feet were not available in the Western Mokelumne table n ESTIMATED SPECIFIC YIELD AND GROUND WATER STORAGE CAPACITY IN UNITS OF SAN JOAQUIN AREA Deptli interval, in feet from ground surface 25-50 50-75 _ 75-100 100-125 125-150 150-175 17.5-200 25-200 Weighted average specific yield, in per cent Western Mokelumne Unit 6.8 6.5 5.7 5.8 6.0 6.2 Eastern Mokelumne Unit 7.1 8.2 6.5 7.7 7.4 9.2 7.1 7.6 Calaveras Unit 6.6 Littlejohns Unit 7.0 6.9 7.1 7.2 6.9 7.1 7.0 Ground water storage capacity, in acre-feet Western Mokelumne Unit 125.000 119.000 105,000 107,000 110,000 .->r.i ;,()()( i Eastern Mokelumne Unit 196,000 226,000 1 80,000 213,000 204,000 254,000 196,000 1,469,000 Calaveras Unit 125,000 144,000 155.000 129,000 144,000 126,000 137,000 960,000 Littlejohns Unit 166,000 163,000 168,000 170,000 163,000 1 68,000 163,000 1.161,000 Total 612.000 652.000 608.000 619,000 621,000 548,000 496,000 4,156,000 38 SAX JOAQUIN COUNTY INVESTIGATION f "iiit and, therefore, estimates of ground water stor- age capacity in that unit were limited to 150 feet of depth. Storage capacity of the ground water basin underlying the San Joaquin Area and the estimated weighted average specific yield are shown in Table 1 1 by units of the area. Ground Water Levels Records of ground water levels in the San Joaquin Area date back to 1906 when the United States Geo- logical Survey made a study of ground water in the San Joaquin Valley. Periodic records of ground water levels since that time are available from inter- mil tent well measurement programs conducted in various portions of the San Joaquin Area by several interested agencies. Available historical data indicate that a cone of depression in the water table existed prior to 1931 in a zone centered under the City of Stockton in an area of heavy pumping draft. The elevation of the water table at the center of the de- pression cone averaged about 10 feet below mean sea level in the fall of 1931, and lias lowered during recent years, as pumping draft increased, to an ele- vation of about 40 feet below sea level in the fall of 1952. A list of those agencies which have obtained records of well measurements in the San Joaquin Area prior to the San Joaquin County Investigation is presented in Table 12, together with approximate number of wells measured, frequency of measure- ment, periods of record, and the unit of the area in which the measurements were made. In addition to the foregoing, the Pacific Gas and Electric Company has obtained measurements of depth to ground water at a large but undetermined number of wells in units of the San Joaquin Area since 1930 in connection with its well pump testing program. A complete series of measurements of static ground water levels at approximately 730 wells in the San Joaquin Area was made in the spring and fall of each year during the period of investigation, begin- ning in the fall of 1947 in the Calaveras Unit, fall of 1948 in the Eastern and "Western Mokelumne Units, and fall of 1949 in the Littlejohns Unit. These meas- urements were continued into 1954. In addition, TABLE 12 GROUND WATER MEASUREMENTS AVAILABLE IN SAN JOAQUIN AREA PRIOR TO SAN JOAQUIN COUNTY INVESTIGATION Agency making well measurements United State* Geological Survey . State Division of Water Resources. East Bay Municipal Utility Distant Linden Irrigation District Federal Land Bank of Berkeley United States Bureau of Reclamation California Water Service Company City of Stockton City of Lodi Approxi- mate number of wells measured »70 ''90 ■■500 '80 300 15 40 190 70 40 20 90 20 70 25 Frequency of measurement Annually Annually Monthly Monthly to semiannually Semiannually Annually Monthly Semiannually Annually Semiannually One measurement- Quarterly Monthly. Annually _ Annually. Period of record 1906-07 1913-14 April, 1920 to April, 1927 1926-29 1926-32 1929-40 and 1947-54 1925-54 1925-54 [925-54 1926-40 August, 1947 1946-50 1931-54 1926-36 1930-54 L"nit in which measurements were made Western Mokelumne and Eastern Mokelumne Western Mokelumne and Eastern Mokelumne Western Mokelumne, Eastern Mokelumne, and Calaveras Western Mokelumne, Eastern Mokelumne, and Calaveras Western Mokelumne, Eastern Mokelumne, Calaveras, and Littlejohns Western Mokelumne, Eastern Mokelumne, and Calaveras Western Mokelumne, Eastern Mokelumne, and Calaveras Western Mokelumne, Eastern Mokelumne, and Calaveras Western Mokelumne, Eastern Mokelumne, and Calaveras Calaveras Calaveras Western Mokelumne, Eastern Mokelumne, Calaveras, and Littlejohns Calaveras Western Mokelumne, Calaveras, and Little- johns Western Mokelumne and Eastern Mokelumne ■ Published in U.S.G.S. Water-Supply Paper 398. n Published in U.S.G.S. Water-Supply Paper 495. >' Published In U.S.G.S. Water-Supply Paper 619. WATER SITPLY :::i monthly measurements were made at approximately 130 control wells, comprising 55 wells measured dur- ing 19-18 and 1949 in the Calaveras Unit, 40 wells measured during - 1949 and 1950 in the Eastern and Western Mokelumne Units, and 35 wells measured during 1950 and 1951 in the Littlejohns Unit. The purpose of these monthly measurements was to ob- serve behavior of the ground water table under condi- tions of draft and recharge. Available unpublished records of depth to ground water at wells in the San Joaquin Area are included as Appendix E to this bulletin. Depths to "round water throughout the San Joa- quin Area, as measured during the fall of 1952, were plotted on a map and lines of equal depth drawn. This is shown on Plate 8, entitled "Lines of Equal Depth to Ground Water, Fall of 1952." Plate 9, "Lines of Equal Elevation of Ground Water, Fall of 1952," was prepared from data used for Plate 8, depths to ground water being subtracted from eleva- tions of the measuring- points above sea level to obtain elevations of the water table. Table 13 shows depths from ground surface to the water table at selected wells in the several units of the San Joaquin Area during the fall of most years from 1926 through 1952. The measurements were made following the summer period of irrigation pumping draft and prior to recovery of ground water storage resulting from winter rains. The wells are numbered by the system utilized by the United States Geological Survey in Water-Supply Papers 619 and 780, according to township, range, and section. Under this system each section is divided into 40-acre plots which are lettered as follows: A B C D E F G H J K L M N P Q R Wells are numbered within each of these 40-aere plots according to the order in which they are located. For example, a well having a number 3N/6E-24A2 TABLE 13 MEASURED FALL DEPTHS TO GROUND WATER AT REPRESENTATIVE WELLS IN UNITS OF SAN JOAQUIN AREA (In feet) Western Mokelumne Eastern Mokelumne Calaveras Littlejohns Year Unit Unit Unit Unit Well numbei 2N/6E- 3N/5E- 4N/5E- ■ 3N/6E- 3N/7E- 4N/7E- 1N/6E- 2N/7E- 2N/8E- 1N/7E- 1N/9E- 3A1 13D1 11J1 2P2 17D2 7H1 12B1 12D2 18D1 12R1 31F1 1926 10.8 10.6 11.2 12.1 11.9 13.1 9.0 7.5 5.6 14.7 14.5 15.6 29.3 29.5 30.7 28.0 28.9 29.9 b 32.0 i>33.5 t>34.0 31.0 32.0 33.8 6.7 6.4 6.6 19.6 1927 17.4 1928 16.9 1929 12.2 12.7 8.3 17.0 32.5 31.7 35.5 32.5 7.0 17.1 1930 12.4 12.6 9.5 17.1 33.7 32.9 37.5 35.0 1931 13.9 13.6 7.3 18.0 35.9 34.7 38.4 39.5 38.1 1932 12.5 12.8 7.2 17.2 35.4 35.0 34.6 40.8 44.2 7.4 17.8 1933 13.8 7.2 17.6 36.4 36.0 36.3 41.5 42.8 1934 12.7 6.0 18.2 36.8 37.5 36.4 43.5 40.1 1935 9.2 8.4 6.8 5.9 17.3 16.4 36.8 34.6 37.8 37.2 38.0 39.0 t>42.1 42.8 40.7 39.2 1936 1937 5.9 10.0 5.6 16.0 32.7 35.9 34.2 41.2 38.1 1938 7.2 11.2 5.6 14.8 31.0 34.6 34.5 37.0 34.2 1939 6.9 12.0 6.4 17.9 34.5 37.7 41.2 1=41.2 1940 6.6 9.5 5.5 17.1 33.5 38.1 42.6 40.3 1941 5.7 8.8 4.7 15.3 32.1 36.3 43.1 1942 5.3 8.4 4.8 14.8 31.2 35.6 35.5 1943 4.6 9.2 4.8 14.0 31.5 34.9 36.6 1944 8.5 9.3 5.1 16.6 34.2 37.5 37.8 20.0 1945 6.7 9.6 4.3 17.3 36.0 39.6 48.4 7.6 22.0 1946 d 8.0 10.2 4.3 18.6 37.5 48.0 1=50.4 46.7 8.0 26.3 1947 d 11.5 11.4 5.5 20.4 39.7 "47.4 44.0 51.1 50.2 7.5 24.4 1948 '113.3 10.5 6.4 23.3 40.8 -50.0 56.0 53.7 53.2 9.9 34.7 1949 ''10.8 11.1 6.6 19.5 41.2 "52.3 57.0 57.5 10.2 41.5 1950 ''11.6 10.9 4.7 21.2 43 . 1 •53.6 58.0 57.4 57.1 14.1 43.9 1951 '110.4 10.9 6.2 19.3 41.2 »55. 1 59.0 57.6 58.9 13.6 '47.5 1952 J 12.0 10.9 5.2 18.5 39.3 »53.1 63.0 56.4 56.5 14.8 =49. 8 « Well No. 4N/7E-H2. " Well No. 2N/7E-1R1 (500 feet north of Well No. 2N/7E-12D2). c Well No. 1N/9E-31H1. '' Well No. 2N/6E-3A11. 40 SAN JOAQUIN COUNTY INVESTIGATION would be found in Township 3 North, Range 6 East, and in Section 24. Tt would be further identified as the second well located in the 40-acre plot lettered A. Fluctuations in depth to ground water at a repre- sentative well in each unit of the San Joaquin Area are depicted graphically on Plate 10, entitled "Meas- ured Fall Depths to Ground Water at Representative Wells." From a study of all available well measurements, estimates were made of the approximate average depth to ground water in each of the four units of the San Joaquin Area in the fall of each year from 192fi throuph 1952. These averages, which constitute arithmetical averages of available measurements, are presented in Table 14, and are illustrated graphically on Plate 11, entitled "Estimated Average Fall Depth to Ground Water." TABLE 14 ESTIMATED AVERAGE FALL DEPTH TO GROUND WATER IN SAN JOAQUIN AREA (In feet) Year Western Mokelumne Unit Eastern Mokelumne Unit Calaveras Unit Littlejohns Unit 1926 8.4 43.3 25.7 18.8 27 7.7 43.3 26.7 18.4 28 8.5 44.2 27.7 18.6 29 9.1 45.7 28.9 19.9 1930 8.7 46.4 31.3 31 9.5 48.1 32.7 32 8.7 48.2 33.1 20.6 33 8.9 49.2 35.1 34 8.3 49.7 36.2 22.2 1935 7.9 49.7 36.4 21.5 36 7.6 48.6 36.0 22.1 37 7.2 47.7 34.9 21.9 38 7.2 46.4 31.7 21.5 39-. 8.9 48.9 34.2 21.0 1940 8.0 7.5 7.6 48.7 47.6 47.1 34.1 34.4 34.9 20.0 41.- 42 43 7.6 46.9 37.0 44 8.3 48.9 39.1 1945 8.4 8.9 10.3 10.2 10.5 10.3 9.8 9.0 50.0 51.5 52.1 55.7 57.0 58.1 58.4 58.1 39.8 41.7 43.3 46.2 49.3 50.6 51.1 50.0 23.1 46 24.9 47 26.6 48 28.9 49 31.7 1950 34.0 51 35.0 52 37.5 Data presented in Table 14 indicate a general mod- erate lowering of the water table over the San Joa- quin Area from 1926 to 1934, with exception of the Western Mokelumne Unit in which ground water levels showed little change. This series of dry years was brought to an end in 1935, and ground water levels throughout the San Joaquin Area rose during a generally wet series of years until 1938, at which time the depth to ground water was the least during the period from 1930 through 1952. A deficient water supply season in 1939 caused a rather sharp decline in ground water levels throughout the area, with the exception of the Littlejohns Unit where irrigated ag- riculture had not yet developed to any appreciable extent. Levels again exhibited a rise during the wet years from 1940 until 1943. A series of dry years since 1943, coincidental with expansion and intensifi- cation of irrigated agriculture, has resulted in a con- tinued lowering of the water table until the fall of 1951 when the water table reached its greatest average depth of record. Units of the San Joaquin Area showed a rise in ground water levels from 1951 to 1952, with exception of the Littlejohns Unit which suffered a continued lowering caused by the recent and rapid increase in irrigated agriculture supplied from ground water. In order to estimate weighted average changes in ground water elevations in the San Joaquin Area during the 12-year base period and in each investiga- tional season, maps were drawn showing lines of equal change in elevation during these periods. Examples of these maps are presented as Plate 12, entitled "Lines of Equal Change in Ground Water Elevation From Fall of 1939 to Fall of 1951," and Plate 13, entitled "Lines of Equal Change in Ground Water Elevation From Fall of 1949 to Fall of 1952. " By planimetering the areas between lines of equal change, the weighted average change in elevation of water levels was esti- mated for each unit of the San Joaquin Area. The re- sults of these estimates are presented in Table 15. TABLE 15 ESTIMATED WEIGHTED AVERAGE SEASONAL CHANGES IN FALL GROUND WATER ELEVATION IN UNITS OF SAN JOAQUIN AREA (In feet) Unit 1939-40 to 1950-51 1949-50 1950-51 1951-52 Western Mokelumne Eastern Mokelumne __ _ Calaveras Littlejohns —0.06 —0.79 —1.41 —1.17 + 0.2 —1.1 —1.3 —2.3 + 0.5 —0.3 —0.5 —1.0 +0.8 +0.3 + 1.0 —2.6 Change in Ground Water Storage In an area of free ground water, the volume of soil unwatered or resaturated over a period of time, when multiplied by the specific yield, measures the change in ground water storage during that time. Available data on fluctuations of water levels at wells in the San Joaquin Area were sufficient to estimate the volume of soil unwatered or resaturated during the base period, and during the investigational sea- sons. Changes in ground water storage were estimated for each unit of the area by multiplying changes in elevation of ground water, presented in Table 15, by the area of each unit, and by the derived average WATER SUPPLY TABLE 16 ESTIMATED WEIGHTED AVERAGE SEASONAL CHANGES IN GROUND WATER STORAGE IN UNITS OF SAN JOAQUIN AREA (In acre-feet) 41 Unit Area, in acres Weighted average specific yield, in per cent 1939-40 to 1950-51 1949-50 1950-51 1951-52 Western Mokelumne 73,470 110,800 85,970 94,460 6.2 7.3 6.1 6.6 —300 —6,400 —7.400 —7,300 +900 —8,900 —6,800 —14,300 +2,300 —2,400 —2,600 —6,200 +3,600 + 2,400 + 5,200 —16,200 Eastern Mokelumne Calaveras . _ . Littlejohns . TOTALS 364,700 —21,400 —29,100 —8,900 —5,000 value of specific yield for the depth interval un- watered in each unit during the base period and the investigational seasons. The results of these estimates are presented in Table 16. It will be noted in Table 16 that the weighted spe- cific yields of the depth intervals unwatered in the Calaveras and Littlejohns Units are less than the weighted specific yields for the 25-foot depth inter- vals indicated in Table 11 for these units. The reason for this is that the unwatered depth occurring during the period 1939-40 through 1951-52 in the Calaveras and Littlejohns Units, and limited to a few feet, was in less permeable material than that indicated from the determination of the weighted specific yield over a depth interval of 25 feet. The estimates presented in Table 16 indicate that an average seasonal net decrease in ground water storage in the San Joaquin Area of 21,400 acre-feet occurred during the 12-year base period, in which conditions of water supply and climate were approxi- mately equivalent to conditions during the mean period. The estimated net decrease in ground water storage during the investigational seasons was about 29,000 acre-feet in 1949-50, about 9,000 acre-feet in 1950-51, and about 5,000 acre-feet in 1951-52. It may be noted that the decrease in storage during the base period was generally equally distributed between the Eastern Mokelumne, Calaveras, and Littlejohns Units, but that the decrease in storage during the investigational seasons occurred principally in the Littlejohns Unit where pumping draft for irrigation has increased markedly in recent years. In the "West- ern Mokelumne Unit which lies along the fringe of the Delta, ground water levels did not fluctuate ma- terially and changes in ground water storage were of minor importance. Subsurface Inflow and Outflow Lines of equal elevation of ground water in the San Joaquin Area in the fall of 1952 are shown on Plate 9. Slopes of the water table as defined by these ground water contours, together with information on the permeabilities of the various subsurface geologic formations, indicate that nearly all the subsurface inflow to the area came from the east and southeast. Minor quantities of subsurface inflow from the Delta probably occur in the Stockton area. The ground water gradients shown on Plate 9 in- dicate that there was no subsurface outflow from the San Joaquin Area during the 1952 season except from the Western Mokelumne Unit. These conditions probably prevailed during the base period, even in wetter seasons such as those from 1940 to 1943, be- cause ground water levels in the Western Mokelumne Unit, which was the only area with a water table slope toward the Delta, remained essentially constant during that period. The ground water contours shown on Plate 9 indi- cate the presence of a depression cone in the water table centered under the City of Stockton during 1952. The relatively steep slope of the water table around the perimeter and toward the center of this cone has resulted from the heavy industrial and mu- nicipal pumping draft on the aquifers for the City of Stockton. This ground water depression cone has existed perennially through the 12-year base period, and has substantially eliminated subsurface outflow from the investigational area to the Delta. An indirect method was used to estimate the net effect of subsurface inflow to and outflow from the San Joaquin Area. This involved evaluation of the difference between subsurface inflow and outflow as the item necessary to effect a balance between water supply and disposal. The sum of the items comprising the water supply of a given hydrologic unit or area must be equal to the sum of the items of water dis- posal. In the case of the San Joaquin Area, values for pertinent items other than the difference between subsurface inflow and outflow, including surface in- flow and outflow, precipitation, change in ground water storage, and consumptive use of water, were quantitatively measured or estimated. Determination of values for consumptive use of water is explained in Chapter III. Retention of subsurface inflow, or the difference between subsurface inflow and outflow, was the remaining unknown quantity to balance supply and disposal. Table 17 sets forth this equation for the San Joaquin Area. «-* SC ■"•**" ,H ' ** — Ground Water Pumping Well in San Joaquin Area WATER SUPPLY TABLE 17 ESTIMATED EXCESS OF SEASONAL SUBSURFACE INFLOW OVER SUBSURFACE OUTFLOW IN UNITS OF SAN JOAQUIN AREA (In acre-feet) 4:! Average for 12-year base period, 1939-40 through 1950-51 Average for 3-year period, 1949-50 through 1951-52 Item Western Mokelumne Unit Eastern Mokelumne Unit Calaveras Unit Littlejohns Unit Western Mokelumne Unit Eastern Mokelumne Unit Calaveras Unit Littlejohns Unit Water supply 91,000 131,700 300 153,000 779,900 6,400 112.000 172,700 7,400 112,000 51,300 7,300 101,600 153,800 + 2,300 171.300 1,158,500 3,000 124,900 281,100 1,400 122,900 91,000 12,200 TOTALS Water disposal 223,000 37,000 170,000 939,300 753,800 195,800 292,100 150,900 177,000 170,600 41,900 145,600 253,100 39,700 181,100 1,332,800 1.122,300 220.500 407,400 248,500 194,400 226,100 72,700 204.800 TOTALS 207,000 *— 16.000 949,600 10,300 327,900 35,800 187,500 16,900 220,800 *— 32,300 1 .342.800 10,000 442,900 35,500 277,500 REMAINDER— EXCESS OF SUBSURFACE INFLOW OVER SUBSURFACE OUTFLOW. 51,400 Slopes of the water table indicate that there is little subsurface inflow to the Western Mokelumne Unit. Replenishment to ground water is attributed principally to surface inflow t" thai unit. The values presented, therefore, indicate the amount of subsurface outflow from the unit. Certain of the values presented in Table 17 are of large magnitude as compared to the derived excess of subsurface inflow over subsurface outflow. Small percentage errors in these larger quantities might introduce relatively large errors in the derived re- mainders. However, possible large errors manifest in such a derivation for a single season are largely elim- inated over a relatively long period, such as the 12-year base period, and were minimized by selec- tion of a 3-year period, 1949-50 through 1951-52, for studies to evaluate present subsurface inflow* Yield of Wells Yield of wells is an important factor in the use of ground water in the San Joaquin Area. Wells of adequate capacity for irrigation purposes can gener- ally be obtained throughout the area. Yield of wells was analyzed, utilizing' data obtained from well pumping tests made by the Pacific Gas and Electric Company during the period from 1946 through 1953. Results of the analysis, on wells tested within recent years having higher discharges and specific capacities than average wells in the area, are presented in Table 18, which shows for each unit of the San Joaquin Area the number of tested wells selected, and their average discharge and specific capacity. As hereto- fore mentioned, the term "specific capacity" refers to the number of gallons of water per minute pro- duced by a pumping well per foot of drawdown. "Drawdown" refers to the lowering of the water level in a well caused by pumping, and is measured in feet. TABLE 18 ESTIMATED AVERAGE YIELD OF SELECTED WELLS IN UNITS OF SAN JOAQUIN AREA Unit Number of wells tested Average discharge, in gallons per minute Average specific capacity, in gal- lons per minute per foot of drawdown Western Mokelumne . 57 131 111 98 1 ,340 1 ,080 1 ,560 1,840 85 68 Calaveras- . _ Littlejohns. 83 88 Safe Ground Water Yitld The term "safe ground water yield" refers to the maximum rate of extraction of water from a ground water basin which, if continued over an indefinitely long period of years, would result in the mainte- nance of certain desirable fixed conditions. Commonly, safe ground water yield is determined by one or more of the following' criteria: 1. Mean seasonal extraction of water from the ground water basin does not exceed mean seasonal replenishment to the basin. 2. Water levels are not so lowered as to cause harmful impairment of the quality of the ground water by intrusion of other water of undesirable quality, or by accumulation and concentration of degradants or pollutants. 3. Water levels are not so lowered as to imperil the economy of ground water users by excessive costs of pumping from the ground water basin, or by exclusion of users from a supply therefrom. 44 SAN JOAQUIN COUNTY INVESTIGATION Safe ground water yield, as derived in this bulle- tin, was measured by nel extraction of water from the San Joaquin Area ground water basin, as dif- ferentiated from total pumpage from the basin. Since the San Joaquin Area overlies a free ground water basin, the unconsumed portion of total pumpage may return to the ground water basin and become avail- able for re-use. The net rate of extraction, therefore, was considered to be only that portion of total pump- age from the ground water basin which was con- sumptively used. Under natural conditions, ground water is ex- pended by consumptive use from seep lands and from lands where the water table is close to the ground surface, by effluent stream flow, and by subsurface outflow. Artificial development and utilization of ground water salvages all or a portion of such natural disposal, by lowering ground water levels. This, in turn, affords opportunity for additional replenish- ment of ground water. "With the present general patterns of water utiliza- tion in the San Joaquin Area, extraction of water from the ground water basin might be increased. Such increase in draft would undoubtedly be accom- panied by recession of ground water levels in areas of pumping, as has been evidenced during the past few years. This lowering of the water table would induce increased subsurface inflow to the areas of pumping and reduce natural disposal of the ground water, the probable effect of which would be to increase replenishment and thereby increase safe ground water yield. However, such increased sub- surface inflow and replenishment from adjacent areas, induced by lowering of the water table in the San Joaquin Area, is limited, and it is doubtful that ground water levels would stabilize under continua- tion of the present rate of pumping draft without resulting in an unreasonable further lowering of the water table. Moreover, seasonal pumping draft on the ground water basin has been increasing consid- erably during recent years, and will probably con- tinue to increase, thereby causing a continued and probably permanent recession of ground water levels. Therefore, under the assumption that present ground water levels are desirable, the first of the foregoing criteria for determination of safe yield would be applicable in the San Joaquin Area. Because of the threat of deterioration in mineral quality of the ground water in the intensively pumped areas immediately west of Stockton, and in other isolated areas along the western edge of the Lit- tlejohns and Western Mokelumne Units, the second of the foregoing criteria for determination of safe ground water yield may be applicable to the San Joaquin Area at some time in the future. If the present trend of progressive lowering of ground water levels should continue, the third of the fore- going criteria would also apply. However, such is not presently the case. As previously stated, consumptive use of ground water was considered to be equal to net extraction of water from the ground water basin of the San Joaquin Area. Safe ground water yield was derived as the difference between the water supply available to meet total consumptive use requirements and the sum of consumptive use of precipitation and applied surface water, under present development and mean conditions of water supply and climate. The water supply available to meet present total consumptive use requirements was taken from data presented in Table 17 for the 12-year base period, with certain corrections to surface inflow and outflow to adjust to present conditions. Estimates of average seasonal consumptive use of precipitation and applied surface water are presented and explained in Chapter III. The difference between the water supply available to meet total consumptive use and the estimated sea- sonal consumptive use of precipitation and applied water represents the water supply available to meet the consumptive use requirements of applied ground water, or the safe seasonal yield of the ground water basin. The .estimate of safe seasonal ground water yield of the San Joaquin Area is presented in Table 19. Certain of the items included in the estimate of safe ground water yield are based upon the assump- tion that the present practice of irrigation by surface water supplies in and adjacent to the San Joaquin Area will continue indefinitely. Under such circum- stances, adjacent ground water basins will remain the sources of subsurface inflow to areas of ground water pumping in the San Joaquin Area. Future increases in the amount of surface irrigation in these areas would increase the quantity of subsurface inflow to areas of ground water pumping, thereby increasing the safe ground water yield of the San Joaquin Area. While there is no assurance that sur- face irrigation practices will continue indefinitely as at present, there is reason to believe that any changes will not be of material significance to the estimated ground water yield for some time into the future. The foregoing estimate of safe seasonal ground water yield may be considered to represent the net seasonal extraction from the ground water basin that might be maintained without permanent lowering of the water table beyond conditions prevailing in 1952. Having so chosen the determining criteria, estimated safe seasonal ground water yield may be considered to be a property of the ground water basin, not affected by changes in irrigation efficiency, patterns, or practices, providing, however, that water supplies j available to the San Joaquin Area continue to be made available as under the assumed conditions. WATER SUPPLY 45 TABLE 19 ESTIMATED SAFE SEASONAL GROUND WATER YIELD IN UNITS OF SAN JOAQUIN AREA (In acre-feet) Item West- ern Mokel- u in ne Unit East- ern Mokel- umne Unit Cala- veras Unit Little- johns Unit Totals Mean water supply under present conditions Surface inflow . Subsurface inflow "168,100 —32,300 91.000 779,900 10,000 153,000 172,700 35,500 112,000 51,300 51,400 112,000 1,172,000 64,600 468,000 Subtotals Mean surface outflow under present condi- tions... . Available to meet total consumptive use re- quirements Mean consumptive use of water under present conditions Precipitation ._ Applied surface water 226,800 37,000 189,800 79,800 55,400 942,900 <> 752,400 190,500 121,700 8.200 320,200 '137,500 182,700 93,300 9,300 214,700 ■i 38,300 176,400 102,500 3,400 1,704,600 965,200 739,400 397,300 76,300 Subtotals 135,200 129,900 102,600 105,900 473,600 SAFE GROUND WATER YIELD 54,600 60,600 80,100 70,500 265,800 a Surface inflow to unit increased an estimated 36,000 acre-feet over average for 12- year base period. b Average surface outflow for 12-year base period reduced by 1,400 acre-feet under present conditions, due to increased surface diversions in unit. c Base period average surface outflow reduced by 13,400 acre-feet under present con- ditions; 12.000 acre-feet new retention in unit due to operation of Hogan Dam, and 1.400 acre-feet due to increased surface diversions from Mormon Slough. d Base period average surface outflow reduced by 3,600 acre-feet under present condi- tions, due to increased surface diversions in unit. QUALITY OF WATER The surface water supplies of the San Joaquin Area are of excellent mineral quality and well suited from that standpoint for irrigation and other bene- ficial uses. Ground water of good mineral quality occurs generally throughout the area except in cer- tain areas adjacent to the Delta. The principal ob- jectives of the water quality investigation were to evaluate general conditions with respect to quality, and to determine the extent of areas presently af- fected by saline ground water and the source of such water. It is desirable to define certain terms commonly used in connection with discussion of quality of water. Quality of Water — Those characteristics of water affecting its suitability for beneficial uses. Mineral Analysis — The quantitative determination of inorganic impurities or dissolved mineral constitu- ents in water. Contamination — Impairment of the quality of water by sewage or industrial waste to a degree which creates a hazard to public health through poison- ing or spread of disease. Degradation — 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 or industrial waste to a degree which does not create a hazard to public health, but which ad- versely and unreasonably affects such water for beneficial use. Complete mineral analysis included a determination of three cations, consisting of calcium, magnesium, and sodium ; four anions, consisting of bicarbonate, chloride, sulphate, and nitrate; total soluble salts; boron; and computation of percent sodium. Partial analysis included determination of chlorides and total mineral solubles only. With the exception of boron, the concentrations of cations and anions in a water sample are expressed in this bulletin in terms of "equivalents per million." This was done because ions combine with each other on an equivalent basis, rather than on a basis of weight, and a chemical equivalent unit of measure- ment provides a better and more convenient expres- sion of concentration. This is especially true when it is desired to compare the composition of water hav- ing variable concentration of mineral solubles. In the case of boron, concentrations are expressed on a weight basis of "parts per million" of water. In order to convert equivalents per million to parts per million, the concentration, expressed in equivalents per million, should be multiplied by the equivalent Aveight of the cation or anion in question. Equivalent weights of the common cations and anions are ex- pressed in the following tabulation : Equivalent Cation weight Calcium 20.0 Magnesium 12.2 Sodium 23.0 Equivalent Anion weight Bicarbonate 61.0 Chloride _ 35.5 Sulphate 48.0 Nitrate 62.0 Data used to determine the quality of water in the San Joaquin Area included complete mineral analyses of 19 surface water samples, and complete mineral analyses of water samples collected from 44 wells. The data also included partial analyses of water samples collected from 135 wells during the 1949 irrigation season, and from 173 wells during the 1950 irrigation season. Results of partial mineral analyses of water are presented in Appendix F of this bulletin. In addition to the foregoing, a detailed investiga- tion of the quality of ground water in the vicinity of Stockton has been conducted by the Division of Water Resources under the provisions of Sections 229 and 231 of the Water Code. The results of this investi- gation are reported in Water Quality Investigation Report No. 7, dated March, 1955. Other data used during the course of the investigation included well water analyses that were obtained from the California 46 SAN JOAQUIN COUNTY INVESTIGATION \Va1ci' Service Company, and surface water analyses obtained by the United States Bureau of Reclama- tion and published in the Sacramento-San Joaquin Water Supervision Reports of the Division of Water Resources. Standards of Quality for Water Investigation and study of the quality of surface and ground waters of the San Joaquin Area, as re- ported herein, were largely limited to consideration of mineral constituents of the waters, with particular reference to their suitability for irrigation use. How- ever, it may be noted that, within the limits of analyses herein reported, a water which is determined to be suitable for irrigation may also be considered as being either generally suitable for municipal and domestic use. or susceptible to such treatment as will render it suitable for that purpose. The major criteria which were used as a guide to judgment in determining suitability of water for its irrigation use comprised the following: (1) chloride concentration. (2) total soluble salts, (.'it boron con- centration, and (4) per cent sodium. 1. The chloride anion is usually the most trouble- some element in irrigation waters. It is not considered essential to plant growth, and excessive concentra- tions will inhibit growth. 2. Total soluble salts furnishes an approximate in- dication of the over-all mineral quality of water. It may be approximated by multiplying specific electri- cal' conductance (Ec X 1<> ,! at 25 c ('.) by 0.7. The presence of excessive amounts of dissolved salts in irrigation water will result in reduced crop yield. .'). Crops are sensitive to boron concentration, but require a small amount (less than 0.1 part per mil- lion ) for growth. They usually will not tolerate more than 0.5 to 2 parts per million, depending on the crop in question. 4. Per cent sodium reported in the analyses is the proportion of the sodium cation to the sum of all cat- ions, and is obtained by dividing sodium by the sum of calcium, magnesium, and sodium, all expressed in equivalents per million, and multiplying by 100. Water containing a high per cent sodium has an adverse effect upon the physical structure of the soil by dispersing the soil colloids and making the soil "tight," thus retarding movement of water through the soil, retarding the leaching of salts, and making the soil difficult to work. The following excerpt from a paper by Dr. L. D. Doneen, of the Division of Irrigation of the Univer- sity of California at Davis, may assist in interpreting water analyses from the standpoint of their suitability for irrigation : "Because of diverse climatological conditions, crops, and soils iii California, it has not been possible to establish rigid limits for all conditions involved. Instead, irrigation waters are divided into three broad classes based upon work done at the University of California, and at the Rubidoux, and Regional Salinity Laboratories of the United States Department of Agriculture. "Class 1. Excellent to Good — Regarded as safe and suitable for most plants under any condition of soil or climate. "Class '1. Good to Injurious — Regarded as possibly harmful for certain crops under certain conditions of soil or climate. particularly in the higher ranges of this class. "Class 3. Injurious to Unsatisfactory — Regarded as prob- ably harmful to most crops and unsatisfactory for all but the most tolerant. "Tentative standards for irrigation waters have taken into account four factors or constituents, as listed below. Class 1 Class 2 Class 3 excellcn t good to injurious to Factor to good injurious unsatisfactory Conductance (Ec X 10" at 25° C.)_- Less than 1,000 1,000-3,000 More than 3,000 Boron, ppm Less than 0.5 0.5-2.0 More than 2.0 Per cent sodium Less than 60 G0-75 More than 75 Chloride, epm __ Less than 5 5-10 More than 10 ( End of quotation) Quality of Surface Water Analyses of surface water samples collected during the investigational seasons indicate that the waters of all tributary streams in the San Joaquin Area are of excellent mineral quality and well suited for irrigation and other beneficial uses. The waters are characterized by a very low content of chloride, boron, and total mineral solubles. The per cent sodium is generally low, with the exception of a sample taken from the Mokelumne River at the Thornton-Gait Bridge in July, 1949. However, the total mineral solu- bles in this sample are so low that the moderate per cent sodium has little significance. The occurrence of excellent quality water in the Mokelumne and Cala- veras Rivers is also indicated by analyses of water in those streams published in the Sacramento-San Joa- quin Water Supervision Reports of the Division of Water Resources dating from 1948. Analyses of drain- age water samples collected from Beaver Slough, Hog Slough, and French Camp Slough indicate that these waters are likewise of excellent mineral quality, being very low in total mineral solubles, chloride, boron, and per cent sodium. Analyses of representative surface waters of the San Joaquin Area, sampled in 1948. 1949, and 1950, are presented in Table 20. Quality of Ground Water In the course of the present investigation, surveys were made of the mineral quality of ground waters throughout the San Joaquin Area. Complete mineral analyses of water samples indicate that the ground water throughout the San Joaquin Area, like the sur- face waters, is generally of excellent mineral quality, and well suited for irrigation and other beneficial uses. However, it has been observed for many years that certain deep wells in the immediate vicinity of Stockton have consistently yielded Avater of a saline content sufficient to limit its beneficial use. For this reason the water sampling program was expanded WATER SUPPLY 47 TABLE 20 COMPLETE MINERAL ANALYSES OF REPRESENTATIVE SURFACE WATERS OF SAN JOAQUIN AREA Tributary streams Calaveras River at Jenny Lind Calaveras River at Stockton Mokelumne River at Clements Mokelumne River at Lower Kile Gage Mokelumne River at Thornton-Gait Bridge Mokelumne River, 2 miles below Benson Ferry Dry Creek at Forni Ranch Littlejohns Creek near Farmington Duck Creek near Farmington Lone Tree Creek near Valley Home Lone Tree Creek at Austin Road Tempo Creek at Jack Tone Road Drainage waters Beaver Slough near Thornton Hog Slough near Thornton French Camp Slough at Sharps Lane Date of sample 3/21/49 3/18/49 3/18/49 12/ 2/48 3/18/49 7/13/49 3/25/49 3/21/49 3/26/50 3/21/51 3/26/50 3/26/50 3/26/50 3/21/51 3/21/51 7/13/49 7/13/49 3/26/50 3/21/51 Con- duct- ance, Ec X 10* at 25°C. 125 123 57 39 102 40 110 185 163 168 151 144 139 587 163 125 286 156 224 Boron, in ppm 0.0 0.02 0.0 0.0 0.02 0.0 0.06 0.0 0.36 0.18 0.01 0.0 0.0 0.12 0.10 0.0 0.0 0.16 0.15 Mineral constituents, in equivalents per million Ca 0.62 0.59 0.18 0.05 0.44 0.05 0.47 0.92 0.55 0.65 0.70 0.76 0.65 2.50 0.65 0.22 0.89 0.70 0.85 Mg 0.51 0.53 0.22 0.21 0.52 0.12 0.58 0.91 1.06 0.67 0.96 0.72 0.63 2.14 0.43 0.29 0.92 0.68 0.90 Na 0.42 0.36 0.36 0.16 0.47 0.30 0.38 0.49 1.24 0.65 0.53 0.60 0.46 2.14 0.51 0.47 1.10 0.65 0.75 Hi 1 " + COs 1.10 1.06 0.41 0.35 0.77 0.24 0.91 1.39 0.90 1.34 1.30 1.10 1 . 05 5.12 1.32 0.43 0.79 1.05 1.79 CI 0.05 0.08 0.09 0.04 0.11 0.03 0.14 0.13 0.45 0.11 0.25 0.20 0.15 1.21 0.24 0.34 1.72 0.30 0.37 SO, 0.21 0.20 0.13 0.04 0.25 0.03 0.26 0.62 0.45 0.31 0.14 0.24 0.30 0.44 0.08 0.08 0.19 0.34 0.31 NOa trace trace trace 0.0 trace 0.0 trace trace 0.13 0.01 0.08 0.07 0.06 0.0 0.01 0.0 0.0 0.04 0.02 Per cent sodium 26 24 47 38 33 64 27 21 43 24 24 29 26 30 25 48 38 32 30 in the vicinity of Stockton for the purpose of locating the source of this saline water. Areas of Excellent or Good Quality of Ground Water. Except in the vicinity of Stockton, and along- the western boundary of the San Joaquin Area, the quality of ground water is excellent or good in the zones tapped by water wells. Comprehensive sur- veys of the average mineral quality of ground water in the San Joaquin Area were made during the irri- gation seasons of 1949 and 1950. These surveys in- volved the partial analysis of water samples collected from numerous wells to determine total mineral solu- bles and chlorides. Results of the surveys are sum- marized in Table 21 and show that the mineral qual- ity of native ground water supplies was generally ex- cellent or good in all units of the San Joaquin Area, except in one well in the Western Mokelumne Unit, several wells in the Stockton area of the Calaveras Unit, and wells in a small area on the western fringe of the Littlejohns Unit, where abnormally high con- centrations of chlorides were found. In addition to the foregoing water samples collected for partial analysis, about 30 samples Avere collected at random from irrigation wells throughout the San Joaquin Area for complete mineral analysis. The re- sults of these complete analyses are presented in Table 22. Areas and Sources of Degraded Ground Water. As was mentioned, it lias been observed for many years that certain deep wells in the immediate vicin- ity of Stockton have yielded water of a saline con- tent sufficient to limit its beneficial use. This condi- TABLE 21 SUMMARY OF PARTIAL MINERAL ANALYSES OF GROUND WATERS IN UNITS OF SAN JOAQUIN AREA, SUMMERS OF 1949 AND 1950 Unit Western Mokelumne Eastern Mokelumne Calaveras Area east of Stockton _ Deep wells in Stockton Littlejohns Number of samples 1949 63 107 25 21 1950 59 41 164 Chlorides, in equivalents per million Average 1949 1.15 0.74 0.86 17.10 0.47 1950 1.12 0.86 0.84 Range 1949 0.17 to 2.56 0.28 to 2.25 0.28 to 2.82 3.09 to 36.62 0.28 to 1.41 1950 0.17 to 2.99 0.17 to 1.91 0.08 to 7.94 Conductance, Ec X 10 6 at 25° C. 1949 516 332 357 1,670 228 1950 525 378 309 4N SAX JOAQUIN COUNTY INVESTIGATION TABLE 22 COMPLETE MINERAL ANALYSES OF REPRESENTATIVE GROUND WATERS IN UNITS OF SAN JOAQUIN AREA Unit and well number Western Mokelumne 3N/6E-4E2 3N/6E-21Q1 Eastern Mokelumne 3N/7E-9L1 3N/7E-12M1 3N/7E-21M2 3N/7E-25B1 3N/7E-32A1 4N/6E-22L1 4N/7E-14B1 4N/7E-20B1 Calaveras 2N/6E-36N1 1N/6E-1M1 1N/6E-3B1 1N/6E-12L1 1N/6E-13M1 1N/7E-7E1 Littlejohns 1N/6E-36J1 1S/7E-3R1 1S/7E-23D1 _-:.-. 1S/7E-29H1 1S/9E-17N1 1S/9E-5M1 1S/9E-18R1 1N/8E-13P1 1N/8E-26H1 1N/8E-32G1 1N/8E-34J1 Depth of well, in feet 110 130 280 242 550 408 408 350 120 213 200 69 435 Date of sample 8/12/52 8/12/52 8/13/52 8/12/52 8/13/52 8/13/52 8/14/52 8/12/52 8/12/52 8/12/52 6/19/48 3/18/52 8/15/52 8/13/52 8/13/52 5/ 5/52 8/30/51 9/ 5/51 9/ 5/51 9/ 5/51 9/ 6/51 6/30/50 7/10/50 9/ 4/51 9/ 6/51 9/ 5/51 7/ 3/50 Conduct- ance, Ec X 10» at 25° C. 646 974 461 199 214 248 280 734 333 206 331 389 316 256 270 695 305 236 360 277 180 330 445 236 405 130 Boron, in ppm 0.0 0.0 0.0 0.0 0.4 0.06 0.01 0.0 0.42 0.40 1.01 0.23 0.10 0.38 0.13 0.02 0.03 0.05 0.11 0.23 0.09 Mineral constituents, in equivalents per million Ca 2.79 2.89 1.95 0.60 0.85 0.85 1.20 2.79 1.40 0.90 1.70 1.35 0.28 0.85 0.55 0.95 2.74 1.20 0.90 1.45 1.15 0.70 1.25 1.70 0.90 1.50 0.75 Mg 2.38 3.70 1.48 0.48 0.38 0.91 0.99 2.47 0.99 0.53 1.47 1.15 0.16 0.60 0.48 0.64 2.22 0.90 0.68 1.15 0.82 0.79 0.05 1.73 0.91 1.48 0.86 Na 1.92 4.04 1.42 0.90 1.03 0.84 0.84 2.47 1.04 0.75 0.91 0.91 3.35 1.74 1.52 1.22 2.06 1.11 0.78 1.02 0.87 0.93 0.86 0.93 0.78 1.13 0.73 HCOa + C0 3 5.47 7.67 3.51 1.46 1.74 2.11 2.59 4.92 2.39 1.64 3.14 2.39 2.28 2.30 2.26 2.30 3.74 2.36 1.74 2.88 2.24 1.50 2.15 2.31 1.97 2.75 1.70 CI 0.73 1.75 0.68 0.31 0.28 0.20 0.23 1.81 0.73 0.28 0.65 0.59 1.52 0.79 0.31 0.37 2.26 0.56 0.39 0.37 0.39 0.40 0.45 1.02 0.31 1.02 0.30 SO) 0.65 0.60 0.48 0.06 0.14 0.17 0.10 0.65 0.10 0.09 0.17 0.14 0.01 0.05 0.04 0.11 0.52 0.27 0.08 0.14 0.08 0.15 0.12 0.17 0.16 0.35 0.18 NOs 0.13 0.42 0.16 0.10 0.05 0.02 0.01 0.29 0.11 0.08 0.0 0.27 0.0 0.04 0.0 0.04 0.07 0.17 0.87 0.07 0.04 0.07 Per cent sodium 26 37 29 44 44 28 26 31 29 32 22 27 88 55 60 43 28 33 31 26 29 40 40 21 29 26 31 TABLE 23 COMPLETE MINERAL ANALYSES OF GROUND WATERS IN AREAS OF SALINE DEGRADATION IN SAN JOAQUIN AREA Unit and well number Western Mokelumne 4N/5E-8H1 4N/5E-8H1 Calaveras 1N/6E-4P2 1N/6E-10Q1 1N/6E-10Q2 1N/6E-10Q4 1N/6E-10Q5 1N/6E-12F3 1N/6E-15E2 1N/6E-15E2 1N/6E-16H1 1N/6E-16H3 1N/6E-17D1 1N/6E-23B1 Littlejohns 1S/7E-6J2 1S/7E-6J2 Depth of well, in feet 550 1,130 970 1,075 1,040 1,139 273 273 275 200 2,000 Date of sample 7/11/49 8/12/52 8/ 4/51 7/12/49 7/12/49 7/12/49 7/12/49 8/12/52 7/12/49 8/12/52 7/12/49 7/12/49 7/12/49 9/ 2/52 6/27/50 8/30/51 Conduct- ance, Ec X 10 6 at 25° C. 2.780 3,240 1 ,324 2,325 1,588 3,572 1,380 1,260 2,755 3.300 2.713 2.840 2,732 12.300 1,100 1,310 Boron, in ppm 0.53 0.48 0.80 0.90 0.35 0.93 0.84 0.33 0.67 0.57 0.48 0.62 0.91 0.34 0.23 Ca 7.73 7.83 1.10 5.65 3.12 12.19 2.08 3.39 9.85 9.03 8.33 9.62 12.15 42.66 4.80 5.44 Mineral constituents, in equivalents per million Mg 7.31 9.79 1.07 4.40 2.53 8.79 1.80 2.22 5.73 5.43 4.94 5.59 7.41 14.23 4.10 4.19 Na 14.50 13.44 9.87 13.59 10.40 17.05 10.33 5.78 12.68 15.48 14.98 14.60 19.70 66.97 2.86 2.57 HCCh + COa 3.82 4.49 3.25 2.72 3.04 2.34 3.12 3.57 3.00 2.16 CI 25.34 26.51 8.74 21.04 13.18 34.52 10.98 7.95 25.44 28.06 25.36 27.38 36.24 122.97 7.90 9.53 SC-4 0.07 0.03 0.02 0.01 0.02 0.03 0.01 0.10 0.01 0.02 0.04 0.01 0.03 0.01 0.57 0.29 NOs 0.0 0.04 0.01 0.01 0.01 0.0 0.38 0.15 Per cent sodium 49 43 82 57 65 45 73 50 45 52 49 50 54 24 21 WATER SUPPLY 49 tion has also been observed at well 4N/5E-8H1 in the Western Mokelmmie Unit, abont two miles west of Thornton, and at well 1S/7E-6J2, about one mile east of French Camp. Both of these wells are shallow, being: 40 and 90 feet deep, respectively, while the majority of wells in the area of degraded ground water in the vicinity of Stockton are relatively deep, ranging from 200 to 2,000 feet in depth. Results of the analysis of 20 samples from 17 wells yielding de- graded water are presented in Table 23. An inspection of Table 23 reveals a striking simi- larity in the composition of the degraded waters in the Western Mokelumne and Calaveras Units, their common characteristics being a very high content of sodium and chlorides, and a low content of sulphates. This fact strongly suggests that the degradants have a common source. The probable source is saline water occurring in a deep zone underlying the principal pumping zones in the San Joaquin Area. This zone has long been known to exist. It was found as a re- sult of the drilling of wells for natural gas into the formation and the analysis of water therefrom. Study of well logs indicates that the zone is very deep near the eastern edge of the San Joaquin Area, being about 2,000 feet beneath the ground surface in the Linden area, and that it becomes shallower toward the west, surfacing in the Delta just west of Stockton. Well logs in the Stockton area show this zone to be at a depth of about 1,000 feet. Because of the great depth of the saline water under principal areas of agricul- tural pumping draft, there has been virtually no saline degradation of irrigation waters in the San Joaquin Area. However, as previously mentioned, several deep wells pumping for municipal and indus- trial purposes in the City of Stockton have tapped the saline water, and several industrial wells west of Stockton have encountered it at relatively shallow depths. The problem resulting from saline degradation of ground water has not been serious in the San Joaquin Area up to the present time, there having been little or no diffusion of saline waters into the zones of good water. Proper sealing off of water wells and of aban- doned gas wells tapping the zone containing saline water would probably control the problem in the vi- cinity of Stockton. Canal Conveying Irrigation Water in Western Mokelumne Unit CHAPTER III WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS The nature and extent of water utilization and re- quirements for supplemental water in the San Joa- quin Area, both at the present time and under probable conditions of ultimate development, are con- sidered in this chapter. In connection with the discus- sion, the following' terms are used as defined. Water Utilization — This term is used in a broad sense to include all employments 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 term "water use." Demands for Water — Those factors pertaining- to spe- cific rates, times, and places of delivery of water, losses of water, quality of water, etc., imposed by the control, development, and use of the water for beneficial purposes. Water Requirement — The amount of water needed to provide for all beneficial uses of water and for ir- recoverable losses incidental to such uses. As used in this bulletin, the term refers only to consumptive use of water unless otherwise specified. Supplemental Water Requirement — The water re- quirement over and above the sum of safe ground water yield and safe surface water yield. Consumptive Use of Wafer — This refers to water con- sumed by vegetative growth in transpiration and building of plant tissue, and to water evaporated from adjacent soil, from water surfaces, and from foliage. It also refers to water similarly consumed and evaporated by urban and nonvegetative types of land use. Applied Water — The water delivered to a farmer's headgate in the case of irrigation use, or to an indi- vidual's meter in the case of urban use, or its equivalent. It does not include direct precipitation. Ultimate — This refers to conditions after an unspeci- fied but long period of years in the future when land use and water supply development will be at a maximum and essentially stabilized. It is realized that any present forecasts of the nature and extent of such ultimate development, and resultant water utilization, are inherently subject to possible large errors in detail and appreciable error in the aggre- gate. However, such forecasts, when based upon best available data and present judgment, are of value in establishing long-range objectives for de- velopment of water resources. They are so used herein, with full knowledge that their re-evaluation after the experience of a period of years may re- sult in considerable revision. The present water requirement in the San Joaquin Area was estimated by the application of appropriate unit consumptive use of water factors to the pattern of present land use. The probable ultimate water requirement was similarly estimated, by the use of an ultimate pattern of land use projected from the present pattern on the basis of land classification data, the assumption being made that under ultimate conditions of development all irrigable lands, except- ing those devoted to urban and miscellaneous pur- poses, would be irrigated. As indicated by the fore- going definition, requirements for supplemental water were estimated as the differences between derived values of safe yield and consumptive use of applied water, under both present and ultimate conditions of development. Certain possible nonconsumptive requirements for water, such as those for hydroelectric power genera- tion, flood control, conservation of fish and wildlife, recreation, etc., will be of varying significance in the design of works to meet supplemental consumptive requirements for water in the San Joaquin Area. In most instances the magnitudes of such nonconsump- tive requirements are relatively indeterminate, and dependent upon allocations made in design after consideration of factors of economics. For these rea- sons, water requirements for hydroelectric power generation, flood control, conservation of fish and wildlife, and recreation are discussed in general terms in this chapter, but not specifically evaluated. Water utilization is considered and evaluated in this chapter under the general headings "Present Water Supply Development," "Land Use," "Unit Use of Water," "Past and Present Water Require- ments," "Probable Ultimate Water Requirement," "Nonconsumptive Water Requirements," and "De- mands for Water." Supplemental water requirements are similarly treated under the two general headings "Present Supplemental Requirement," and "Prob- able Ultimate Supplemental Requirement." Some possible effects of water rights and water law on the estimates of water requirements are discussed under the heading "Legal Considerations." (51) :>2 SAN JOAQUIN COUNTY INVESTIGATION WATER UTILIZATION Of the total amount of water presently utilized in the San Joaquin Area, approximately 70 per cent is consumed in the production of irrigated crops, while the remainder is consumed by dry-farmed crops and fallow lands, native vegetation, and miscella- neous culture. It is considered probable that the pre- dominant importance of irrigated agriculture, as related to utilization of water in the area, will con- tinue in the future. Present Water Supply Development The water resources of major streams tributary to the San Joaquin Area are generally undeveloped, except in the cases of the Mokelumne and Calaveras Rivers. The waters of the Mokelumne River are sub- ject to heavy draft for irrigation, power, and mu- nicipal purposes. At the present time the use of water of the Calaveras River is generally limited to the Calaveras Unit of the San Joaquin Area. Since existing developments on streams tributary to the San Joaquin Area have an important bearing on water supplies available to the area, they are dis- cussed both for the San Joaquin Area and for its tributary watersheds. These existing works are shown on Plates 14 and 16, entitled "Existing Water Con- servation Works and Works Considered for Future Development," and "Potential Water Develop- ments, ' ' respectively. San Joaquin Area. Approximately 80 per cent of the acreage under water service in the San Joaquin Area is presently supplied by water pumped from the underlying ground water basin. Irrigated lands utilizing ground water are generally served by indi- vidually owned wells and pumps. During 1949 there were approximately 4,400 wells and pumping plants of heavy draft, powered with motors of more than five horsepower. Of this number, approximately 4,300 were used for irrigation. The 100 remaining wells supplied water for urban and industrial purposes. A number of additional wells of light draft supplied limited amounts of water for noncommercial gardens and orchards, and for domestic purposes. Surface diversions for irrigation in the San Joa- quin Area are made from the Mokelumne and Cala- veras Rivers, and from Mormon Slough and Little- johns, Bear, Lone Tree, Duck, and Tempo Creeks. The principal diversion made in the area is from the Mokelumne River, and is made by the Woodbridge Irrigation District which supplied some 16,000 acres of land in the Western Mokelumne Unit in 1951-52. The remainder of surface-supplied lands are served from diversions made by individuals whose lands are adjacent to the surface sources. Water used for municipal, industrial, and domestic pur] loses in the San Joaquin Area is obtained almost entirely from wells. The greater part of such use is in the Cities of Stockton and Lodi. The remainder is scattered throughout the area, and is of relatively minor significance. The City of Stockton is served by the California Water Service Company, which pumps water from wells into storage tanks, from which it is delivered to consumers by gravity. Water services are metered. The quantity of water pumped for use in Stockton during the calendar year 1950 was 4,920 million gallons, or 15,100 acre-feet. With an approximate population of 70,800 in 1950, the daily production averaged about 190 gallons per capita. Lodi is served by the Lodi Municipal Water Works which charges for water on a flat-rate basis. It was estimated that the quantity of water pumped for use in Lodi during the calendar year 1949 was about 2,580 million gallons, or 7,900 acre-feet. With an approximate population of 13,800 in 1950, the daily production averaged about 510 gallons per capita. In addition to the foregoing figures regarding ground water pumped under the municipal systems of Stockton and Lodi, it was estimated that approxi- mately 12,000 acre-feet was pumped and used by in- dustries operating their own wells within the cities. Loekeford, Clements, Thornton, Victor, and Linden have community water systems that distribute water from storage tanks supplied by wells. The estimated amount of water pumped in Loekeford during the calendar year 1950 was approximately 150 acre-feet. Assuming that the per capita water production in remaining small towns and communities in the San Joaquin Area is about 200 gallons per day, it was estimated, on the basis of 1950 population estimates, that total annual pumpage from ground water for these communities was about 1,400 acre-feet. The respective areas within the several units of the San Joaquin Area served by ground water and sur- face water are shown in Table 24. The data presented for the two seasons, 1948-49 and 1951-52, resulted from field surveys during the current investigation, whereas the averages reported for the base period were estimated from data obtained by prior surveys made by various agencies. Table 25 lists the principal water service agencies, together with notations on their sources of water supply, and locations of service areas within the San Joaquin Area. Areas included within the boundaries of these agencies are shown on Plate 2. There are no significant diversions of the waters of Dry Creek in the San Joaquin Area. As has been stated, the principal diversion of water from the Mokelumne River in the San Joaquin Area is made by the Woodbridge Irrigation District, The diversion point is in Sections 34 and 35, Township 4 WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 53 TABLE 24 GROUND AND SURFACE WATER SERVICE AREAS IN UNITS OF SAN JOAQUIN AREA (In acres) Ground water Surface water Unit 1948-49 1951-52 1948-49 1951-52 Western Mokeluinne Eastern Mokelumne Calaveras Littlejohns 21,300 43,030 39,000 28,850 25,340 47.450 37,390 41.110 24,050 4.900 4,400 540 25.480 5,070 7,090 1,000 TOTALS 132,180 151.290 33,890 31,. 38,640 Estimated averages for 12- year base period, 1939-40 through 1950-51 __ 106,500 iOO TABLE 25 PRINCIPAL WATER SERVICE AGENCIES IN SAN JOAQUIN AREA Unit in which Agency Source of supply service area is located California Water Service Company __ Ground water Calaveras Linden Irrigation District Calaveras River and private wells. _ . Calaveras Mokelumne River Irriga- tion District (inactive) Mokelumne River and private wells Eastern Mokelumne North San Joaquin Water Conservation District Mokelumne River and private wells Eastern Mokelumne Stockton and East San Joa- quin Water Conservation Calaveras River and private wells Calaveras Woodbridge Irrigation Dis- Mokelumne River and Delta ■ Western Mokelumne, Eastern Mokel- umne, Calaveras Woodbridge Water Users Mokelumne River and Delta Oak Park Court Water Swain Oaks Manor Water Company .. . Ground water Western Mokelumne Victor Water Company In- West Lane Heights Water Company. Ground water Calaveras Silver Gardens Mutual Water Company.. Ground water Calaveras Thornton Water Company . Ground water. Western Mokelumne San Joaquin County Water- works District No. 1 Ground water Eastern Mokelumne San Joaquin County Water- works District No. 2 Groundwater Eastern Mokelumne Colonial Heights Mainte- nance District . Ground water ._ _ _ _ Western Mokelumne Lincoln Village Maintenance District _ . Ground water Western Mokelumne has a crest length of about 240 feet. The diverted water passes through headgates on the left bank of the weir, and is distributed to irrigators by means of a canal system having a total length of about 70 miles. The canal system of the district extends from Woodbridge south to the Calaveras River. The dis- trict also pumps water from Beaver Slough to aug- ment its water supply in the vicinity of Thornton. The pump diversion is located near the northwest corner of Section 14, Township 4 North, Range 5 East, M. D. B. & M. The pump installation comprises two 25-horsepower, electrically driven pumps and motors, each having a pumping capacity of 6,000 gallons per minute. Lands served by the Woodbridge Irrigation District include lands of the Woodbridge Water Users Association which are situated outside the district. Lands of the Woodbridge Irrigation Dis- trict total about 14,200 acres, while those of the Woodbridge Water Users Association capable of serv- ice by the district are reported to total about 21,200 acres. During the 1951-52 irrigation season, 124,900 acre-feet of water were diverted at the Woodbridge Diversion Dam, and the water was applied on 16,218 acres of irrigated land. Of this total, 5,908 acres were situated outside the Woodbridge Irrigation District. The measured and estimated surface outflow of water to the Delta from the Woodbridge Irrigation District canal system in 1951-52 was 22.7 per cent of the total diversion made at Woodbridge Dam during that sea- son. Table 26 shows the total seasonal diversion of Mokelumne River water at AVoodbridge Dam for the period from 1926-27 to 1951-52. The measurement of the diverted flow is made by means of a differential water stage recorder and gate opening recorder, both of which are maintained and operated by the United States Geological Survey. There were 71 irrigation pumping plants diverting water from the Mokelumne River in 1951-52 between TABLE 26 RECORDED SEASONAL DIVERSION OF MOKELUMNE RIVER WATER BY WOODBRIDGE IRRI- GATION DISTRICT (In acre-feet) North, Range 6 East, M. D. B. & M. The diversion weir is of the buttress type and is provided with Dashboards. The height of the dam is 31.5 feet above the stream bed elevation of 16.5 feet, and the dam Season Diversion Season Diversion 1926-27 40,600 35,700 51,100 63,900 68,000 71,600 92,900 93,900 80,220 81,230 92,230 80,930 93,880 1939-40 91,630 27-28 40-41 93,150 28-29 41-42 89,860 29-30 42-43 103,500 43-44 119,800 1930-31 31-32 1944-45 113,600 32-33 45-46 46-47 121,600 33-34 118,200 34-35 47-48.. 1 1 1 .200 1935-36 36-37 48-49 1949-50 132,200 147,700 37-38. . 50-51 51-52 118,000 38-39 124,400 54 SAN JOAQUIN COUNTY INVESTIGATION the eastern boundary of the San Joaquin Area and the eastern edge of the Delta. Lands served by these pumps are partly riparian. The total acreage served from the pumped diversions in 1951-52 was estimated to have been about 4,900 acres, and the total water pumped was estimated to have been about 10,800 acre-feet. Seven irrigation pumping plants located on Bear Creek served about 460 acres in 1951-52, the source of water supply being return How from adjacent ir- rigated lands. This acreage was also served supple- mental water obtained directly from the ground water basin by wells. The presently inactive Linden Irrigation District in the Calaveras Unit was formed in 1929 for the purpose of providing additional ground water re- plenishment in the upper portion of the Calaveras Unit. In 1933, in cooperation with the Federal Gov- ernment, the district deepened and widened the Cala- veras River for a distance of 8,400 feet west of Bel- lota, and constructed a headgate in the Calaveras River at Bellota and three check dams downstream therefrom. During the four-year period from 1934 to 1938, an estimated 77,000 acre-feet of water were diverted through the headgate at Bellota, of which about 12,000 acre-feet were imported from the Stan- islaus River watershed. Subsequently, the district be- came inactive. In 1948, the Stockton and East San Joaquin Water Conservation District was organized "to preserve and secure the replenishment of the underground waters in the Stockton and East San Joaquin Area. ' ' Late in that year steps were taken to retain a portion of the Calaveras River waters which waste to the Sacra- mento-San Joaquin Delta even in moderately dry years. A weir was constructed at the head of Mormon Slough to divert Calaveras River water otherwise wasting to Mormon Slough back into the Calaveras River. The diverted water flowed to existing percola- tion ponds constructed in the river by the Linden Irrigation District. Also, an agreement was entered into between the City of Stockton and the Stockton and East San Joaquin Water Conservation District. providing for the utilization of storage space in Ilogan Reservoir by the district for such conservation purposes as would not impair its utility for flood con- trol. During the period from 1948-49 through 1951-52, a total of approximately 60,000 acre-feet of Calaveras River waters were retained by these two measures, over and above that amount which normally would have been retained. There was a total of 66 irrigation pumping plants in operation in 1951-52 on Mormon Slough, the Stock- ton Diverting Canal, the Calaveras River, and North Slough. Three gravity diversions were made from the Calaveras River below the headgate of the Stockton and East San Joaquin Water Conservation District in that year. The total area served in 1951-52 by these pumps and gravity diversions was estimated to have been 6,200 acres, and the area was supplied a total of 11,600 acre-feet of water. There were 10 irrigation pumping plants in opera- tion in 1951-52 on Duck, Littlejohns, Tempo, and Lone Tree Creeks. One direct gravity diversion of water was made from Littlejohns Creek, and seven were made from Lone Tree Creek. The total area served by these irrigation pumping plants and direct gravity diver- sions was approximately 1,000 acres, and the amount of irrigation water served was estimated to have been about 5,000 acre-feet. The source of the diverted water supply was mostly return flow from adjacent irri- gated lands. This acreage also received supplemental water from pumped ground water. Tributary Watersheds. Principal streams tribu- tary to the San Joaquin Area which have an impor- tant bearing on water supplies available to the area are Dry Creek, Mokelumne River, Calaveras River, and Littlejohns Creek. At the present time only a small portion of the water resources of the Dry Creek watershed is being put to beneficial use. The only significant water supply development in the watershed is that of the Preston School of Industry near lone in western Amador County. This institution diverts water in Section 1, Township 6 North, Range 10 East, M. D. B. & M., from Sutter Creek, a tributary of Dry Creek, for irrigation, domestic, and power uses on the school property. The water supply system of the institution includes four small reservoirs with a total gross storage capacity of about 770 acre-feet. Applications to appropriate water for the institution call for 817 acre-feet of storage per annum, in addition to 7 second-feet direct diversion during the irrigation season and 4.5 second-feet direct diversion during the nonirrigation season. Other di- versions of water in the Dry Creek watershed are so small as to be considered negligible. The principal users of water from the Mokelumne River watershed are the Pacific Gas and Electric Com- pany, the East Bay Municipal Utility District, and the Woodbridge Irrigation District. At present only nom- inal quantities of applied water are consumed within the watershed and outside of the San Joaquin Area. An average of about 8,000 acre-feet of water season- ally has been diverted from the North Pork of the Mokelumne River to Amador County, and about 6,000 acre-feet are diverted from the South and Middle Porks of the Mokelumne River to Calaveras County. The North Fork of the Mokelumne River has been extensively developed by the Pacific Gas and Electric Company for the generation of electrical energy. In the upper reaches of the North Fork water is im- pounded in Twin Lakes, Upper and Lower Blue Lakes, Meadow Lake, and Bear River and Salt Springs Reservoirs. The aggregate storage capacity of these reservoirs is about 165,000 acre-feet, of which Salt Springs Reservoir has a capacity of about 140,000 WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 55 acre-feet. Water is conveyed from Salt Springs Reser- voir through the Salt Springs, Tiger Creek, and West Point Power Houses, all located on the North Fork, and through Elect ra Power House located on the main stem of the Mokelumne River. These power houses have a combined installed power capacity of about 185,000 kilowatts, and utilize a combined gross static head of over 3,000 feet. The conveyance of water between the Salt Springs and Tiger Creek Power Houses is by means of a concrete bench flume. Water from Rear River and from several small tributaries of the North Pork of the Mokelumne River is inter- cepted by the flume enroute. Water is conveyed through tunnels between the Tiger Creek and West- Point Power Houses, and thence to the Electra Power House. The Amador Canal diverts water for domestic, and irrigation uses in Amador County from Tabeaud Reservoir which acts as the forebay to the Electra Power House. The recorded seasonal diversions of water into the Amador Canal, as measured by the East Bay Munici- pal Utility District for the period from 1925-26 through 1951-52, are presented in Table 27. The Pa- cific Gas and Electric Company has recently com- pleted the Lower Bear River Reservoir on Bear River for hydroelectric power purposes. This reservoir has a storage capacity of 50,000 acre-feet. Except for the diversions into the Amador Canal, all water utilized by the Pacific Gas and Electric Company in the fore- going system is returned to the Mokelumne River. TABLE 27 RECORDED SEASONAL DIVERSIONS INTO AMADOR CANAL (In acre-feet) Season Diversion Season Diversion 1925-26 8,100 8,350 8,130 7,940 8.000 8,360 7.590 8,730 10,040 9,080 10,500 10,700 8,690 9,550 1939-40 8,590 26-27 40-41 8,020 27-28 .. 11-42 7,910 28-29 42-43 6,830 43-44 .. 6,840 1929-30 1944.45 30-3 1... 7,300 31-32 .. 45-46 7,560 32-33 46-47... 7,490 33-34 47-4S 6,700 1934-35 35-36.. 48-49 1949-50 6,430 6,970 36-37 50-51 51-52. 6,220 37-38 5,600 38-39 Water rights pertaining to the Amador Canal, based upon use prior to the date of the Water Com- mission Act, agreements, and court decision, provide for an annual diversion of 15,000 acre-feet at a rate not to exceed 30 second-feet. The Mokelumne River is the principal source of water supply for the metropolitan area along the east shore of San Francisco Bay. This area is served by the East Bay Municipal Utility District. Included within the boundaries of the district are the Cities of Oakland, Berkeley, Alameda. Richmond, Albany, San Leandro, El Cerrito, Piedmont, Emeryville, San Pablo, Walnut Creek, Pinole, and Hercules, as well as numerous smaller communities. Pardee Dam and Reservoir, constructed by the district in 1929, has a storage capacity of 210,000 acre-feet, and constitutes the largest existing development for conservation of water on the Mokelumne River. Pardee Dam is located in Section 26, Township 5 North, Range 10 East, M. D. B. & M., at a point where the stream bed eleva- tion is 225 feet. The dam is of the arched gravity type, 345 feet in height from stream bed to crest. A hydroelectric power plant is located at the down- stream toe of the dam. The East Bay Municipal Utility District holds a permit to appropriate water, providing for a continu- ous diversion of 310 second-feet, or 200 million gal- lons daily, of the natural flow of the Mokelumne River, augmented by draft on storage. This diversion is made through an aqueduct extending from Pardee Reservoir to the San Francisco Bay Area. The loca- tion of the aqueduct is shown on Plate 14. The aque- duct used to convey diverted water to the Bay area was designed to include three parallel pipe lines. The first line was completed in 1929 and the second in 1949. With the aid of two booster pumping plants en route, the combined capacity of the first and second lines will be sufficient to convey the full amount of the claimed appropriation, or 310 second-feet, to terminal reservoirs located in the Bay area. Recorded seasonal diversions from Pardee Reservoir by the East Bay Municipal Utility District for the period from 1928-29 through 1951-52 are given in Table 28. TABLE 28 RECORDED SEASONAL DIVERSIONS FROM PARDEE RESERVOIR TO EAST SAN FRANCISCO BAY AREA (In acre-feet) Season Diversion Season Diversion 1928-29 16,590 46,460 58,410 50,280 41,420 23,320 40,270 44,490 44,030 43,520 39,910 1939-40. .. 40,690 1929-30 30-31 40-41 41-42 42-43 45,070 45,090 47,830 31-32 43-44 73,640 32-33 1944-45 33-34 75,350 45-46 100,440 1934-35 46-47 47-48 107,460 35-36 109,040 36-37 48-49 1949-50 127,700 37-38 38-39 114,140 50-51 51-52 93,770 102,830 The only significant development of water of the .Mokelumne River for use in Calaveras County is that of the Calaveras Public Utility District, This district 56 SAN JOAgl'IN COUNTY INVESTIGATION was organized in 1934, and furnishes water chiefly to domestic and industrial users in and near the towns of Mokelurane Hill and San Andreas. The water rights claimed by the district consist of old mining rights initiated prior to the formulation of the Water Commission Act, and subsequently acquired by the district. The Calaveras Public Utility District pres- ently operates under an agreement with the East Bay Municipal Utility District, the terms of which specify that a continuous flow of water in the amount of 500 miner's inches, or 12.5 second-feet, may be diverted, or a total of about 9,000 acre-feet per season, if avail- able, and that the maximum rate of diversion may be 600 miner's inches, or 15 second-feet. The diversion by the Calaveras Public Utility Dis- trict is made at a small dam, located on the South Fork of the Mokelumne River about two miles above its junction with the Middle Fork, at the head of the Mokelumne Hill Ditch. The records of seasonal di- versions for the period from 1929-30 through 1951-52 are shown in Table 29, and were obtained by the East Bay Municipal Utility District. TABLE 29 RECORDED SEASONAL DIVERSION FROM SOUTH FORK OF MOKELUMNE RIVER BY CALAVERAS PUBLIC UTILITY DISTRICT (In acre-feet) Season Diversion Season Diversion 1929-30 7,270 4,770 5,250 6,270 4,440 4,120 4.530 7,700 7,540 7,530 7,460 7,960 1941-42 7,820 30-31 42-43. 7,860 31-32 43-44 6,250 32-33 _. 1944-45 33-34 6,110 1934-35-., 45-46 46-47 47-48 5,680 5,260 35-36__. 5.620 36-37_. 48-49 5,160 37-38. . 1949-50 38-39 5,740 50-51 5,810 1939-40- 51-52.. 6,320 40-41 The water that is available at the headgate of the Mokelumne Hill Ditch is the natural flow of the South Fork of the Mokelumne River, augmented by diver- sions from its Middle Fork. The water from the Mid- dle Fork of the Mokelumne River is diverted from that stream about 1| miles below a reservoir of 1,700 acre-foot storage capacity constructed by the Cala- veras Public Utility District in 1940. The diverted water is conveyed through the Middle Fork Ditch to the Licking Fork, a distance of about two miles. It is then released to the Licking Fork, a tributary of the South Fork, near Railroad Flat at a point about four miles above the headgate of the Mokelumne Hill Ditch. The town of "West Point in Calaveras County ob- tains its water supply through a small canal which conveys water diverted from Bear and Forest Creeks, which are tributaries of the Middle Fork of the Mokel- umne River. The canal is in a poor state of repair, and deliveries to its terminal reservoir are inadequate to satisfy the present water requirements of the com- munity. Except for its use in the Calaveras Unit of the San Joaquin Area, little water of the Calaveras River is presently utilized within the watershed. In the past there were numerous diversion structures and ditch systems which made possible the conveyance of water from the various tributaries of the Calaveras River to different areas for mining purposes. Although a few of these old mining ditches are still used to serve irri- gation water to small local areas, the majority have been abandoned for many years. Two small reservoirs on the headwaters of the Calaveras River provide a minor supply of water for uses in Calaveras County. One of these, Bingham Reservoir, is located on the North Fork of the Calaveras River about two miles southeast of Railroad Flat. The reservoir has a stor- age capacity of 775 acre-feet, and is operated by the Calaveras Public Utility District. The other, Emery Reservoir, is located on the headwaters of McKinneys Creek, a tributary of Calaveritas Creek, about 10 miles east of the town of San Andreas. This reservoir stores about 400 acre-feet of water which is used for irriga- tion purposes in the immediate area. Most of the water presently utilized in the Calaveras River water- shed outside of the San Joaquin Area is imported from the Mokelumne River through facilities of the Calaveras Public Utility District, as previously dis- cussed. The only major development on the Calaveras River is Hogan Dam and Reservoir, which is owned and operated by the City of Stockton. Hogan Dam was built by the city in 1930, and is located in a narrow canyon just below the confluence of Bear Creek and Calaveras River, in Section 31, Township 4 North, Range 11 East, M. D. B. & M., about three miles south- erly from the town of Valley Springs. Hogan Dam was built for the purpose of controlling floods on the Calaveras River to afford protection to Stockton and adjacent areas. The structure is a concrete variable- radius arch dam with concrete gravity abutments. The maximum height of the dam in the center of the spill- way is 107.5 feet above the stream bed elevation of 529 feet. The capacity of the spillway is 76,000 second- feet, Nine flood control outlets are provided through the dam. As previously discussed, the Stockton and East San Joaquin Water Conservation District, through an agreement with the City of Stockton, has arranged to utilize a part of the storage space in Hogan Reservoir for water conservation, by installing and operating gates on the flood control outlets. Such utilization of storage space is made after the danger of floods has passed. WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 57 Principal water resources developments on Little- johns Creek comprise the Salt Springs Valley Dam and Reservoir on Rock Creek, a tributary of Little- johns Creek ; Woodward Dam and Reservoir on Sim- mons Creek, a tributary of Littlejolms Creek; and Farmington Dam and Reservoir on Littlejolms Creek. Salt Springs Valley Dam is located on Rock Creek in Section 16, Township 2 North, Range 11 East, M. D. B. & M., at a point where the stream bed eleva- tion is 1,132 feet. The dam is composed of rock and earthfill, and was constructed about 1862. In 1880 the dam was enlarged to its present height and size. It has a height of 42 feet from stream bed to spillway lip, and a crest length of 2,000 feet. Storage capacity of Salt Springs Valley Reservoir is abont 10,900 acre- feet. The dam and reservoir is owned by the Rock Creek Water District, the service area of which is located about six miles downstream from the dam. During the period from 1936 through 1938, water from Salt Springs Reservoir was conveyed through a ditch to South Gulch, a tributary of the Calaveras River. Then the water flowed down the natural chan- nel to the Calaveras River, from which it was diverted and applied to lands in the vicinity of Linden located in the San Joaquin Area. The area presently served from the reservoir comprises the irrigated lands of the Rock Creek Water District, totaling some 700 acres. Woodward Dam and Reservoir is owned by the South San Joaquin Irrigation District. The earthfill dam is located in Section 9, Township 1 South, Range 10 East. M. D. B. & M., on Simmons Creek, a tributary of Littlejohns Creek. Height of the dam from the stream bed elevation of 150 feet to the spillway lip is 60 feet, and its crest is 3,100 feet in length. Storage capacity of the reservoir is 36,000 acre-feet. Water stored in Woodward Reservoir is obtained from the Stanislaus River by diversion of its waters at Good- win Dam, located about four miles upstream from Knights Perry on the Stanislaus River. Water re- leased from Woodward Reservoir is conveyed to lands in the South San Joaquin Irrigation District, located south of the Littlejohns Unit, The Oakdale Irrigation District, jointly with the South San Joaquin Irriga- tion District, owns Goodwin Dam and a portion of the main diversion canal. In serving lands north of the Stanislaus River, the Oakdale Irrigation District in part makes use of the channel of Littlejohns Creek. Operations of the Oakdale and South San Joaquin Irrigation Districts are of significance in study of the water resources of the San Joaquin Area. This is true because a portion of the spill from the water systems of the two districts, conveyance losses, Woodward Res- ervoir percolation losses, and unconsumed applied ir- rigation water, are in part the sources of water supply to the Littlejohns Unit. Farmington Dam and Reservoir is owned and op- erated by the Federal Government, and was con- structed to furnish flood protection to the City of Stockton and the surrounding area, as well as to lands and improvements along Littlejohns Creek. Farming- ton Dam is located on Littlejohns Creek, in Section 25, Township 1 North, Range 9 East, M. D. B. & M., at a point where the stream bed elevation is 116 feet. The dam is an earthfill structure, 40.5 feet in height from stream bed to spillway lip, and with a crest length of 7,800 feet, Storage capacity of the reservoir is 52,000 acre-feet, and its spillway capacity is 12,600 second-feet. Since the reservoir is operated solely in the interest of flood control, little or no conservation of the waters of Littlejohns Creek results. Appropriation of Water. Since the effective date of the Water Commission Act on December 19, 1914, and up to November 1, 1953, some 340 applications to appropriate water of streams of the San Joaquin Area have been filed with the Division of Water Resources or its predecessors. These applications are listed in Appendix G, together with pertinent information on the proposed diversions and uses of water and present status of the applications. The applications listed in Appendix G should not be construed as comprising a complete or even partial statement of water rights in the San Joaquin Area. They do not include appropriative rights initiated prior to December 19, 1914, riparian rights, correla- tive rights of overlying owners in ground water basins, nor prescriptive rights which may have been estab- lished on either surface streams or ground water basins, none of which are of record with the Division of Water Resources. In general, water rights may be firmly established only by court decree. A discussion of the legal aspects of water rights in the San Joaquin Area is contained in a later section of this chapter. Dams Under State Supervision. The Department of Public Works, acting through the agency of the State Engineer, supervises the construction, enlarge- ment, alteration, repair, maintenance, operation, and removal of dams, for the protection of life and prop- erty within California. All dams in the State, except- ing those under federal jurisdiction, are under the jurisdiction of the department. "Dam" means any artificial barrier, together with appurtenant works, if any, across a stream, watercourse, or natural drain- age area, which does or may impound or divert water, and which either (a) is or will be 25 or more feet in height from natural stream bed to crest of spill- way, or (b) has or will have an impounding capacity of 50 or more acre-feet. Any such barrier, which is or will be not in excess of six feet in height, regard- less of storage capacity, or which has or will have a storage capacity not in excess of 15 acre-feet, re- SAN JOAQUIN COUNTY INVESTIGATION "aidless of height, is not considered a dam. Ap- proximately 40 dams in the San Joaquin Area are presently under state supervision. Pertinent data relating to these dams are included in Appendix H. Land Use As a first step in estimating the water require- ments in the San Joaquin Area, determinations were made of the nature and extent of land use prevailing during the base period and investigational seasons. Similarly, the probable nature and extent of ultimate land use, as related to the water requirement, was forecast on the basis of land classification survey data which segregated lands of the area in accordance with their suitability for irrigated agriculture. Past and Present Patterns of Land Use. Aerial photos taken of the San Joaquin Area by the United States Department of Agriculture in 1937 provided the necessary information to determine land use with regard to acreages and general types of irrigated crops at that time. In 1946 the United States Bureau of Reclamation made a complete crop survey of the area. A comprehensive land use survey was made during the seasons of 1948-49 and 1951-52 as a part of the current investigation. Additional data on land use were obtained in the Littlejohns Unit in 1949-50 and 1950-51, from supplemental surveys made in order to determine changes in land use since the preceding season. Data available from the foregoing surveys were sufficient to estimate the average land use pattern in the San Joaquin Area during the 12-year base period. For purposes of this report, the pattern existing during 1951-52 was considered to represent "present" conditions of land use and development in the area, and is so referred to in subsequent dis- cussion. Summaries of results of the land use survey of 1951-52, and of the estimated average pattern for the base period, are presented in Table 30. Lands irrigated in the San Joaquin Area during the 1951-52 season are shown on Plate 15, entitled "Irrigated and Irrigable Lands. 1951-52." Summaries of the compre- hensive land use survey made during the 1948-49 season, and of the supplemental surveys made in the Littlejohns Unit during the 1949-50 and 1950-51 sea- sons, are included in Appendix I. The most significant recent trend in irrigated agri- culture in the San Joaquin Area is toward increased plantings of permanent pasture. Substantial increases in the acreages of rice and alfalfa arc also indicated. The data presented in Table 30 show that the area of permanent pasture increased from an estimated average of some 36,000 acres during the base period to approximately 67,000 acres in 1951-52, an increase of nearly 31,000 acres. At the same time, rice in- creased from some 3,500 to 11,500 acres. Although the increase in rice acreage does not compare in magnitude with the increase in acreage of permanent pasture, it is interesting to note that the percentage increase from the base period average to the present is more than threefold. In view of the fact that this increase has largely occurred during the past few sea- sons, the trend may be significant. Vineyard, which had long been the largest irrigated crop in the area on an acreage basis, showed a decrease of more than 1,000 acres in 1951-52 from the base period average, as did deciduous orchard, which also had always been one of the leading crops in the area. The over-all increases in irrigated agriculture in the San Joaquin Area were reflected largely by corresponding de- creases in the acreage of dry-farmed and fallow lands. Table 30 also shows that there was substantial increase in urban development in 1951-52 over the base period average, especially around the City of Stockton. There was a moderate increase in farmstead development during the same period, but no signifi- cant changes in remaining types of land use in the San Joaquin Area. Probable Ultimate Pattern of Land Use. Classi- fication of lands of the San Joaquin Area Avith re- spect to their suitability for irrigated agriculture was largely accomplished by other agencies prior to the San Joaquin County Investigation. Many valuable data on land classification were available from and furnished by the United States Bureau of Reclama- tion. The available data were supplemented and checked as required in the course of field surveys con- ducted as a part of the investigation. The land classification was based on standards in- volving physical factors and known inherent condi- tions of soils, topography, and drainage. The condi- tions relative to the soils that largely determine their suitability for irrigation are depth of soil, texture, and structure. These physical factors to a large ex- tent determine the moisture-holding capacity, the root zone area, the ease of irrigation and cultivation, and the available nutrient capacity of the soil. Topo- graphic conditions considered were the degree of slope and undulations. These affect the ease of irriga- tion and the type of irrigation practice required to provide water at a proper rate to cropped land. A proper rate of irrigation application will permit the soil to absorb and hold moisture without erosion or excessive losses through runoff or percolation. Drain- age is highly important and is closely associated with problems of salinity and alkalinity, and waterlogging of lands. It was assumed that under conditions of ultimate development all lands suitable for drainage reclamation will be reclaimed. Economic factors relating to the development, pro- duction, or marketing of adaptable crops were not considered in making the land classification, nor were costs of clearing, leveling, or other operations re- WATEE UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 59 TABLE 30 PAST AND PRESENT PATTERNS OF LAND USE IN UNITS OF SAN JOAQUIN AREA (In acres) Western Mokelumne Unit Eastern Mokelumne Unit Calaveras Unit Littlejohns Unit Totals Class and type of land use Estimated base period average, 1939-40 through 1950-51 Present. 1951-52 Estimated base period average, 1939-40 through 1950-51 Present, 1951-52 Estimated base period average, 1939-40 through 1950-51 Present, 1951-52 Estimated base period average, 1939-40 through 1950-51 Present. 1951-52 Estimated base period average, 1939-40 through 1950-51 Present . 1951-52 Irrigated lands Permanent pasture. Vineyard . . ______ Deciduous orchard _____ Alfalfa Beans . 15,500 13,300 1,940 4,660 470 3,990 420 900 2.870 510 19,460 13.300 1.590 4,550 740 3,270 2,390 2,520 2.600 400 7,730 27,530 3.870 1.190 1,120 30 14,230 26,610 3,400 1,800 1.930 2,310 290 1,350 40 560 3,730 270 17,900 980 3,870 5,030 900 1,620 90 570 280 6.460 90 17.860 3,670 9.030 5,100 790 1.010 8.920 310 2,170 680 300 480 2.14(1 500 27,260 230 1,910 3,000 390 760 8,000 250 35.880 41,410 25.880 7,510 5,760 9,530 3,460 3,450 2,960 1,290 720 67,410 40,230 24,760 13,020 12,090 11,440 11,470 Truck.. _ _ ._ 430 5,130 Asparagus 2,640 10 440 470 200 210 100 1,640 100 Subtotals Dry-farmed and fallow lands 44,560 23,970 740 610 1,000 1.020 1,020 350 80 120 50,820 16,620 670 1,590 1,080 1,080 1,060 350 80 120 42.350 57,480 3,500 1,650 1,650 1,650 1,470 740 310 52,520 47,130 2,890 2,150 1.710 1,710 1,490 740 460 35,240 38,130 260 8,800 1,040 850 600 510 540 44,480 24,210 260 12,220 1.530 1,530 690 510 540 15.700 75,580 280 300 450 500 1,550 100 42,110 47,910 280 1,150 660 700 1,550 100 137,850 195,160 4,780 11,360 4,140 4,020 4,640 1,700 930 120 189,930 135,870 4,100 Miscellaneous 17,110 Farmsteads _ Roads _ 4.980 5,020 4,790 1,700 1,080 120 4,200 5,360 7.470 8,260 12,340 17,020 2,900 4.160 26,910 34,800 TOTALS 73,470 73,470 110,800 1 10,800 85,970 85.970 94.460 91.160 364,700 364,700 quired to prepare lands for cultivation. The classifica- tion was predicated on the ultimate potential of the land, without regard to availability of water or pres- ent land utilization. On the basis of the foregoing- standards, agricultural lands of the San Joaquin Area were segregated into the following five classes : Class 1. This class comprises lands that are highly desirable in every respect for continuous irrigated agricultural use, and capable of pro- ducing all climatically adapted crops. The soils are deep, with good surface and subsoil drainage, of medium to fairly fine texture, and of good water- holding capacity. The soil structure is such as to permit easy penetration of roots, air, and water, and the land surface is smooth and gently sloping. Class 2. This class comprises lands that are gen- erally limited to climatically adapted medium-rooted crops, due to the restrictive features of the soil depth, and to a minor extent, of topography or drainage. They are well suited for development under irrigation. Class 3. This class comprises lands that are generally limited in their use to climatically adapted shallow-rooted crops, owing to deficiencies in soil depth, moisture-holding capacity, topog- raphy, or to drainage characteristics. This class of lands is suitable for development under irriga- tion, but because of shallow soil depths, greater care and skill are required in the application of water. Class 4. This class comprises lands that fail to meet the standards of Classes 1, 2, and 3, as to topography, drainage, and depth of soil. These lands are generally suitable only for permanent pasture or similar crops. Class 5. This class comprises all lands that do not meet the minimum requirements of suitability for irrigation use. In addition to agricultural lands, 17,110 acres in the San Joaquin Area were classified as urban. Re- sults of the land classification of the San Joaquin Area, summarized by units, are presented in Table 31. By use of the land classification data, a probable ultimate pattern of land use for the San Joaquin Area was forecast. The general assumption was made that under an increasing pressure of demand for sag ("Courtesy of lodi Chamber of Commerce) Irrigated and Irrigable Lands Near Confluence of Dry Creek and Mokelumne River WATEE UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 61 TABLE 31 CLASSIFICATION OF LANDS IN UNITS OF SAN JOAQUIN AREA (In acres) Land classes Unit 1 2 3 4 6 Urban Western Mokel- 31,600 32,800 35,990 990 22,510 22.920 26,120 26,730 17,550 27,650 6,950 57,960 20,490 3,750 6,390 220 4,790 940 1,240 1,590 2,150 12,220 1,150 Eastern Mokel- umne Calaveras Littlejohns TOTALS.___ 101,380 98,280 110,110 30,630 7,190 17,110 Totals 73,470 364,700 agricultural products all irrigable presently dry lands would eventually be provided with irrigation service. Provision was also made for probable increase in lands devoted to farmsteads, roads, urban, and other miscellaneous purposes under conditions of probable ultimate development. The estimated ultimate pattern of land use of the San Joaquin Area, summarized by general classes of such use and by units of the area, is presented in Table 32. Irrigable lands, as determined by the land classification survey data, and as indicated by the probable ultimate pattern of land use, are shown on Plate 15. TABLE 32 PROBABLE ULTIMATE PATTERN OF LAND USE IN UNITS OF SAN JOAQUIN AREA (In acres) Class of land use West- ern Moke- lumne Unit East- ern Moke- lumne Unit Cala- veras Unit Little- johns UnTl Totals 56,400 3.500 700 12,870 88,000 7,900 2,900 12,000 58,600 2,100 200 25,070 72,400 10,500 300 11,260 275,400 24,000 Native vegetation Miscellaneous 4,100 61,200 TOTALS 73,470 110,800 85,970 94,460 364.700 Unit Use of Water The second step in evaluation of water require- ments involved the determination of unit values of consumptive use of water for each type of water- consuming land use. Estimates of these unit values were based largely on the results of prior investiga- tions and studies in other areas. A procedure suggested by Harry P. Blaney and Wayne D. Criddle of the Soil Conservation Service, United States Department, of Agriculture, in their reports entitled "A Method of Estimating Water Re- quirements in Irrigated Areas From Climatological Data," dated December, 1947, and "Determining Water Requirements in Irrigated Areas Prom Clima- tological and Irrigation Data," dated August, 1950, was generally utilized for adjustment of available data on unit consumptive use by irrigated crops in other localities to correspond with conditions exist- ing in the San Joaquin Area. This method involved correlation of the data on the basis of variations in average monthly temperatures, monthly percentages of annual daytime hours, precipitation, and lengths of growing season. It disregarded certain generally unmeasured factors such as wind movement, humid- ity, etc. Average monthly temperatures at Stockton were considered representative of the San Joaquin Area. Monthly percentages of annual daytime hours were determined for latitude 38° N. which passes ap- proximately through the center of the area. The following is an outline of the procedure utilized for estimating unit values of consumptive use of water : 1. The unit value for each irrigated crop during its growing season was taken as the product of available heat and an appropriate coefficient of consumption, where : (a) the available heat was the sum of the prod- ucts of average monthly temperatures and monthly percent of daytime hours, and (b) the coefficient of consumption was one which had been selected as ap- propriate for California by Harry P. Blaney as a result of his studies for the Soil Conservation Service. Certain exceptions involved the use of coefficients esti- mated from consumptive use data from other sources. 2. The unit value for each irrigated crop during its nongrowing season was taken as the amount of precipitation available, but not exceeding one to two inches of depth per month depending on the type of crop. 3. The seasonal unit value for each irrigated crop was taken as the summation of values determined under items 1 and 2 for that crop. 4. Unit seasonal values for native annual grasses were taken as the summation of available precipita- tion up to but not exceeding two inches in depth per month. 5. Unit seasonal values for native vegetation other than annual grasses were estimated on the basis of available data on corresponding consumptive use in similar localities, due consideration being given to den- sity and type of vegetation and depth to ground water. 6. Unit seasonal values for free water surfaces were estimated from available records of evaporation at Lodi. 7. Unit seasonal values for remaining miscellaneous types of land use were estimated on the basis of avail- able data on corresponding consumptive use in similar localities. Estimated unit seasonal values of consumptive use of water in the San Joaquin Area, including values for consumption of both applied water and precipita- tion, are presented in Table 33. In view of the indi- Rice Field in San Joaquin Area WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 63 TABLE 33 ESTIMATED UNIT VALUES OF SEASONAL CONSUMPTIVE USE OF WATER IN SAN JOAQUIN AREA (In feet of depth) Class and type of land use Irrigated lands Permanent pasture _ Vineyard Deciduous orchard . Alfalfa Beans Tomatoes Rice Truck Asparagus Sugar beets M iscellaneous Dry-farmed fallow lands _ Native vegetation Miscellaneous Urban Farmsteads Roads Highways and railroads. Water surface Waste lands Swamps Average for 12-year base period, 1939-40 through 1950-51 Applied water 2.55 1.19 1.68 2.45 1.11 1.62 4.60 0.93 1.92 1.69 1.11 *1.40 2.10 0.90 Precipita- tion 1.11 1.06 1.19 1.22 0.78 0.86 0.87 0.86 0.86 0.87 0.87 1.10 1.10 1.10 Total 3.66 2.25 2.87 3.66 1.89 2.48 5.47 1.79 2.78 2.56 1.98 1.10 2.50 3.20 2.00 1.00 1.00 4.20 1.10 5.00 I'.UN-I'.I Applied water 2.73 1.35 1.83 2.65 1.15 1.76 4.67 1.05 2.15 1.87 1.39 *1.54 2.10 1.04 Precipita- tion 0.92 0.86 0.86 1.00 0.71 0.78 0.81 0.78 0.65 0.73 0.65 0.96 0.96 0.96 Total 3.65 2.21 2.69 3.65 1.86 2.54 5.48 1.83 2.80 2.60 2.04 0.96 2.50 3.06 2.00 0.96 0.96 4.20 0.96 5.00 1951-52 Applied water 2.58 1.17 1.70 2.33 1.02 1.71 4.66 1.00 1.88 1.71 1.17 *1.19 2.10 0.69 Precipita- tion 1.20 1.11 1.24 1.45 0.86 0.84 0.84 0.84 0.93 0.90 0.90 1.31 1.10 1.31 Total 3.78 2.28 2.94 3.78 1.88 2.55 5.50 1.84 2.81 2.61 2.07 1.31 2.50 3.20 2.00 1.00 1.00 4.20 1.31 5.00 * High-water-table areas. eated water supply and climatological similarities of the mean and base periods, the estimated average unit seasonal values of consumptive use for the base period were considered to approximate corresponding values for the mean period. Past and Present Water Requirements "Water requirements in the San Joaquin ,Area f° r the base period and for 1951-52 were estimated by multiplying the average acreage of each type of land use during these periods by its respective unit value of consumptive use of water, as given in Table 33. The results of the estimates of seasonal water requirements during the base period and 1951-52 are presented in Table 34, summarized by general classes of land use. TABLE 34 ESTIMATED SEASONAL CONSUMPTIVE USE OF WATER IN SAN JOAQUIN AREA DURING BASE PERIOD AND 1951-52 SEASON (In acre-feet) These estimates include consumptive use of precipi- tation. The mean seasonal water requirement in the San Joaquin Area was also estimated as it would be with present land use, bixt under mean conditions of water supply and climate. The estimate was based on the pattern determined by the 1951-52 land use survey, and on estimated average unit seasonal values of con- sumptive use of water for the 12-year base period which were considered to approximate those for the mean period. The estimate, which includes consump- tive use of precipitation, is presented in Table 35, summarized by the four units of the area and segre- gated by general classes of land use. TABLE 35 ESTIMATED MEAN SEASONAL CONSUMPTIVE USE OF WATER IN UNITS OF SAN JOAQUIN AREA UNDER PRESENT PATTERN OF LAND USE (In acre-feet) Class of land use Average for 12- year base period, 1939-40 through 1950-51 1951-52 399,800 214,700 11,900 62,000 605,700 176,700 Native vegetation 10,200 83,700 TOTALS 688,400 876,300 Class of land use West- ern Mokel- umne Unit East- ern Mokel- umne Unit Cala- veras Unit Little- johns Unit Total 158,300 18.300 1,700 11,500 142,900 52,000 7,200 16,900 126,800 26,600 600 47,100 165,800 52,700 700 7,700 593,800 149,600 10,200 83,200 Dry-farmed and fallow lands. Miscellaneous and urban TOTALS 189,800 219,000 201,100 226.900 836,800 (>4 SAX JOAQUIN COUNTY INVESTIGATION In order to facilitate certain phases of the analysis of ground water hydrology, presented in Chapter II, it was desirable to estimate seasonal consumptive use of applied ground and surface water and of precipi- tation in the San Joaquin Area. To this end, appro- It ri ate unit values of consumptive use of applied water were multiplied by the acreages of each type of land use served respectively by ground water and surface water. Consumption of precipitation was evaluated as the difference between total consumptive use of water and utilization of applied water. The estimates were made for the seasons of 1948-49 and 1951-52, for the average for the base period from 1939-40 through 1951, and for present land use under mean conditions of water supply and climate. The 1951-52 pattern of land use was considered representative of present con- ditions, and average unit seasonal values of consump- tive use for the base period were considered to be equal to corresponding mean period values. The esti- mates are summarized by general classes of land use in Table 36. TABLE 36 ESTIMATED SEASONAL CONSUMPTIVE USE OF APPLIED SURFACE AND GROUND WATER AND PRECIPITATION IN SAN JOAQUIN AREA (In acre-feet) Class of land use 1948-49 1951-52 Average for 12- year base period, 1939-40 through 1950-51 With present land use under mean con- ditions of water supply and climate Surface water 72,000 80,800 64,100 76,300 72,000 269,500 43,300 80,800 311,500 44,300 64,100 189,100 34,200 76,300 Ground water 317,100 Miscellaneous. . - 46,100 Subtotals Precipitation 312,800 143,000 198,600 355,800 213,400 226,300 223,300 146,600 254,400 363,200 200,400 Miscellaneous - 196,900 Subtotals 341,600 439,700 401,000 397,300 TOTALS 726,400 876,300 688,400 836,800 Probable Ultimate Water Requirement The total water requirement in the San Joaquin Area was estimated as it would be with the probable ultimate pattern of land use and under mean condi- tions of water supply and climate. This was accom- plished by multiplying acreages derived in the fore- cist of the ultimate pattern of land use by corre- sponding average unit seasonal values of consump- tive use of water for the base period. It was consid- ered that unit consumptive use during the base period was equal to that under mean conditions of water supply and climate. The estimate of probable ultimate water requirement is summarized in Table 37 by gen- eral classes of land use. The estimate includes con- sumptive use of precipitation. TABLE 37 PROBABLE ULTIMATE MEAN SEASONAL CONSUMPTIVE USE OF WATER IN UNITS OF SAN JOAQUIN AREA (In acre-feet) Class of land use West- ern Mokel- umne Unit East- ern Mokel- umne Unit Cala- veras Unit Little- johns Unit Totals 183,300 3,900 1,700 34,900 277,200 8,700 7,200 24,200 166,600 2,300 500 65,100 307,000 11,500 700 26,800 934,100 26,400 Native vegetation Miscellaneous and urban 10,100 151,000 Totals 223,800 317,300 234,500 346,000 1,121,600 Nonconsumptive Water Requirements As has been stated, certain nonconsumptive re- quirements for water, such as those for hydroelectric power generation, flood control, recreation, and con- servation of fish and wildlife, will be of significance in the design of works to meet consumptive require- ments for water in the San Joaquin Area. In most instances the magnitudes of the nonconsumptive re- quirements are relatively indeterminate, and are de- pendent upon allocations made during design of the works and after consideration of economic factors. Water requirements for hydroelectric power produc- tion, flood control, recreation, and conservation of fish and wildlife are discussed in general terms in this section, but not specifically evaluated. Hydroelectric Power Production. Because of the relatively low topographic relief throughout the San Joaquin Area, hydroelectric power production within the area is not of major significance. However, the principal nonconsumptive water requirement in watersheds tributary to the San Joaquin Area is that which pertains to the generation of hydroelectric energy. Although this requirement generally does not result in the consumption of water nor in the depletion of runoff, it is a fundamental consideration in the development and distribution of water. In yield studies for possible new projects involving hydroelectric power plants, subsequently presented in this bulletin, water was released through the proposed plants on the basis of an irrigation demand schedule. Thus the requirements for hydroelectric energy gen- eration were considered to be incidental to the re- quirements for irrigation and other beneficial con- WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 65 sumptive uses of water. However, revenues from the sale of hydroelectric energy from such projects would serve in many instances to make irrigation and other features of the projects economically and financially feasible. Flood Control. Destruction and havoc caused by floods in California have frequently been accompa- nied by the economic anomaly of wastage of large amounts of water from areas of deficient water sup- ply. Storage of such flood waters in upstream reser- voirs would have accomplished the dual purpose of conservation of needed water and reduction of flood damages. Results of the State-wide Water Resources Investigation to date indicate that if California is to attain growth and development commensurate with her manifold resources, nearly all of the potential reservoir storage capacity of the State must be con- structed and dedicated to operation for water conser- vation purposes. This in itself will result in a substan- tial increase in downstream flood protection. How- ever, any portion of the available reservoir storage capacity that is operated wholly or partially for flood control purposes will correspondingly reduce the ca- pacity available for conservation. Damages from floods in the San Joaquin Area occur periodically on flatlands adjacent to the Mokelumne and Calaveras Rivers, and Dry, Bear, and Littlejohns Creeks. However, Llogan Dam and Reservoir on the Calaveras River and Farmington Dam and Reservoir on Littlejohns Creek provide substantial flood pro- tection to areas downstream from the reservoirs and to the City of Stockton. Conservation works on the Mokelumne River afford a measure of flood control on that stream, but this control has been insufficient in the past to prevent flood damage, particularly from large floods. No flood control works of significance exist on Dry or Bear Creeks. Additional works for protection from floods have been authorized by the Federal Government and by the State of California on Bear Creek, Calaveras River, and Littlejohns Creek. In preliminary design of certain works to meet the present and probable ultimate supplemental water re- quirements of the San Joaquin Area, consideration was given to additional provisions for flood control and protection. For such new works it was assumed that the Federal Government would contribute a sum to the costs of the works equivalent to the direct flood control benefits in the interest of flood control. Recreation and Fish and Wildlife. With antici- pated continued growth in population of California, it is expected that the public demand for preservation and enhancement of recreational facilities will be sufficient to assivre provision of water supplies necessary for such purposes. In the aggregate the amount of water used for domestic and service facilities in recreational areas in watersheds tributary to the San Joaquin Area is relatively small. As for waters employed for boat- ing, swimming, and other water sports, most are avail- able naturally or as a result of works constructed and operated for other purposes, and the nonconsumptive recreational use of the water is incidental to the other uses. Of considerable importance among the employ- ments of water for recreational purposes are those associated with the preservation and propagation of fish and wildlife. So far as is known, no artificial lakes in water- sheds tributary to the San Joaquin Area are utilized exclusively for fish life, such use being incidental to the primary purposes for which the reservoirs were constructed. However, the levels of a few small nat- ural lakes on the headwaters of streams have been raised by the State Department of Fish and Game, and releases are made to maintain downstream flow conditions favorable to the preservation and propaga- tion of fish life. It is considered probable that in the future more reservoir storage capacity will be allo- cated to this purpose, and that in some instances reservoirs will be constructed exclusively to augment natural low summer and fall stream flows in the in- terests of fish life. Water released down a stream to maintain the minimum flow required for fish life does not consti- tute a consumptive use of the water. The demands of fish life, however, are frequently incompatible with hydroelectric power development and diversion and use of the water for other beneficial purposes. Never- theless, it is believed that an improved and adequate stream fishery can be developed and maintained by the construction of upstream storage to improve low stream flow conditions. In addition, reservoirs con- structed to regulate stream flow for other purposes will provide a greatly increased lake fishery. In connection with reservoir yield studies made for the San Joaquin County Investigation, no releases of water for fish, wildlife, and recreation were made on Dry Creek or the Calaveras River. It was assumed that sufficient water for these purposes would be available in the Mokelumne River because of leakage from Woodbridge Dam and return flow downstream therefrom. A maximum release of 75 second-feet for stream flow maintenance was made in yield studies for reservoirs on the Stanislaus River. Factors of Water Demand The term "factors of water demand," as used in this bulletin, refers to those factors pertaining to rates, times, and places of delivery of water, losses of water, quality of water, etc., imposed by the con- trol, development, and use of the water for beneficial purposes. Irrigation practice in the San Joaquin Area, as determined by rates of application, irriga- tion efficiencies, gross diversions, monthly demands, 3—19144 Walnut Grove Near Linden WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 67 and permissible deficiencies in application of water, must be given consideration in preliminary design of works to meet supplemental water requirements. These factors of demand, which were not measured or considered in the foregoing estimates of water re- quirements, are discussed in the following sections. Application of Water. The term "applied water," as used in this bulletin, refers to that water other than precipitation which is delivered to a farmer's headgate or by his well and pump, in the case of irrigation use, or which is delivered to an individ- ual's meter in the case of urban use, or its equivalent. During each season of the investigation measure- ments were made of the amount of water applied for irrigation of selected plots of principal crops grown on various soil types in the San Joaquin Area. Rec- ords of such application of water pumped from wells were obtained for 35 plots during 1947-48, 51 plots in 1948-49, 26 plots in 1949-50. and 23 plots during 1950-51. For each well the pump discharge, acreage of each type of crop irrigated, and rate of power consumption were recorded. From these data, monthly and total seasonal applications of water to each crop were determined. Results of these studies, which may be considered representative of prevailing ground water irrigation practice in the San Joaquin Area, are summarized in Table 38. Detailed results of the plot studies are presented in Appendix II, and loca- tions of the plots are indicated on Plate 15. Irrigation Efficiency. Studies were made to de- termine the approximate average irrigation efficiency realized from application of ground water in the San Joaquin Area. "Irrigation efficiency" is defined as the ratio of consumptive use of applied water to the total amount of applied water, and is commonly ex- pressed as a percentage. The season of 1948-49 was selected for these studies, since in that season the coverage of plot studies of application of water was the most comprehensive. In order to estimate the total amount of ground water applied for irrigation, appropriate crop acreages, as mapped during the 1949 land use survey, were multi- plied by average seasonal values of depth of applied water for the several crops, as measured at the repre- sentative plots shown in Table 38. However, in the case of the Littlejohns Unit, average unit values of applied water obtained during the 1949-50 season were multiplied by the 1948-49 crop acreages, as no use of water studies were made during the 1948-49 season in that unit. The computation of applied ground water in the San Joaquin Area resulted in an estimate of 381,000 acre-feet, As a check on this fig- ure, the Pacific Gas and Electric Company furnished a corresponding- estimate of 397,000 acre-feet of ground water pumped during the 1948-49 season, based on records of electric power consumption for pumping. The company's estimate gave consideration to the relationship between pumping plant horse- power, drawdown, and power consumption per unit of water pumped at various lifts, as determined by pump performance tests conducted in the area by the company. In view of the nature of the basic data, the check furnished Avas believed to have been very close. By dividing the estimated value of approximately 269,000 acre-feet for consumptive use of ground water on irrigated lands in the San Joaquin Area in 1948-49, presented in Table 36, by the foregoing esti- mated value of 381,000 acre-feet, it was estimated that the irrigation efficiency realized from the application of ground water in the San Joaquin Area in 1948-49 was approximately 70 per cent. It was impractical to make a corresponding estimate of irrigation efficiency TABLE 38 MEASURED SEASONAL APPLICATION OF GROUND WATER ON REPRESENTATIVE PLOTS OF PRINCIPAL CROPS IN SAN JOAQUIN AREA Crop Number of plots Applied water, in feet of depth 1947-48. Calaveras Unit 1948-49, Western Mokelumne, Eastern Mokelumne, and Calaveras Units 1949-50, Western Mokelumne. Eastern Mokelumne, and Littlejohns Units 1950-51. Littlejohns Unit Total 1947-48 1948-49 1949-50 1950-51 Weighted average for the four seasons Alfalfa 4 5 9 4 1 1 4 7 7 4 14 6 5 3 12 6 1 5 4 1 1 1 7 6 2 9 4 2 23 10 30 23 6 7 10 7 19 2.94 1.68 2.90 2.77 8.15 1.63 2.03 1.61 2 . 97 1 . 68 2.59 3.69 2.47 1.82 1.60 3.95 2.26 2.54 3.29 12.36 1.55 2.19 2.01 3.77 1.61 4.12 8.37 1.66 3.59 1.74 Deciduous orchard. „_ Permanent pasture _ . 2.68 3.57 8.98 2.13 1.94 ' Truck 1.61 1.77 Vineyard Near Lodi WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 69 realized from use of surface water in the San Joaquin Area because of lack of sufficient data regarding ap- plication of surface water for irrigation purposes. Gross Diversion of Water. The amount of the gross diversion for irrigation by ground water in the San Joaquin Area was considered to be equivalent to the amount of applied ground water. As discussed in the preceding section, this was estimated to have been 381,000 acre-feet during 1948-49. An estimate of the gross diversion for irrigation by ground water in the San Joaquin Area during 1951-52 was also made, by multiplying the weighted average depth of applied water for each crop, as shown in Table 38, by respec- tive acreages as determined from the 1951-52 land use survey, shown in Table 30. The amount, so deter- mined, was about 468,000 acre-feet. The gross diversion for irrigation by surface water in the San Joaquin Area was estimated to have totaled about 183,000 acre-feet during the 1948-49 irrigation season, and 182,000 acre-feet during the 1951-52 sea- son. These quantities were determined both from rec- ords of measured diversions and from estimates based on those records. By subtracting from the estimate of total consump- tive use of water on irrigated lands the correspond- ing estimate of consumptive use of ground water and precipitation, the approximate amount of consumptive use of applied surface water was estimated. An esti- mate of total consumptive use of water on irrigated lands of the San Joaquin Area in 1951-52 in the amount of approximately 606,000 acre-feet was pre- sented in Table 34. Consumptive use of ground water on irrigated lands was estimated to have been about 312,000 acre-feet in 1951-52, as shown in Table 36. It was further estimated that consumptive use of pre- cipitation on the 189,930 acres of irrigated lands in the San Joaquin Area in 1951-52 was equal to 1.12 feet of depth, or a total of about 213,000 acre-feet. It follows that the estimated amount of consumptive use of surface water applied for irrigation in the area was approximately 81,000 acre-feet in 1951-52. It is evident from the foregoing that only about 81,000 acre-feet or about 45 per cent of the estimated 182,000 acre-feet of gross surface diversion for irri- gation in the San Joaquin Area in 1951-52 was actu- ally consumed in the production of crops. It should be noted that this figure is not comparable with esti- mated irrigation efficiency attained in connection with use of ground water in the area, evaluated in the pre- ceding section, since it is based on the amount of gross diversion rather than on the amount of applied wa- ter. Insufficient data were available to permit evalua- tion of transmission and other losses encountered in connection with use of surface water between points of diversion and places of use. Furthermore, this figure does not fully represent the relationship of con- sumptive use of applied surface water on specific lands, to gross surface diversions for such lands, since some of these lands receive only a partial supply from surface sources. The remainder of the supply required for these lands is obtained from ground water. Monthly Demands for Irrigation Water. Because of the wide variety of crops produced in the San Joaquin Area there is considerable variation in both rate and period of demand for irrigation water. On the average, the irrigation demand occurs during the months of April through October. Studies of irriga- tion practice in the San Joaquin Area indicated that for certain crops the maximum monthly demand might be as much as 40 per cent of the seasonal total. Based on these studies, and on similar studies made in other areas, the estimated average monthly distribution of demand for irrigation water in the San Joaquin Area is set forth in Table 39. Early applications of water to irrigated pasture and rice account for the greater part of the demand for water in April and May. TABLE 39 ESTIMATED AVERAGE MONTHLY DISTRIBUTION OF DEMAND FOR IRRIGATION WATER IN SAN JOAQUIN AREA (In per cent of seasonal total) Month October. _ November December. January-. February _ March April May June July August September Surface water 7 10 14 20 19 18 12 Ground water 3 2 8 15 22 22 19 Weighted average 4 1 8 15 21 22 19 10 Permissible Deficiencies in Application of Irriga- tion Water. Studies to determine deficiencies in the supply of irrigation water that might be endured without permanent injury to perennial crops were not made in connection with the San Joaquin County Investigation. However, the results of past investiga- tion and study of endurable deficiencies in the Sacra- mento River Basin are believed to be applicable to the San Joaquin Area. In this respect, the following is quoted from Division of Water Resources Bulletin No. 26, "Sacramento River Basin," 1931. "A full irrigation supply furnishes water not only for the consumptive use of the plant but also for evaporation from the surface during application and from the moist ground surface, and for water which is lost through percolation to depths beyond the reach of the plant roots. Less water can be used in years of deficiency in supply by careful application and by more thorough cultivation to conserve the ground moisture. In these ways the plant can be furnished its full consumptive use with much smaller amounts of water than those ordinarily applied and the yield will not be decreased. If the supply is too deficient to provide the full consumptive use, the plant can sustain life 71) SAX JOAQUIN COUNTY INVESTIGATION on smaller amounts bul the crop yield will probably I"' less than normal. "It is believed from a study of such data as are available that a maximum deficiency of 35 per cent of the full seasonal re- quirement can lie endured, if the deficiency occurs only at rela- tively Ions intervals. It is also believed that small deficiencies occurring at relatively frequent intervals can be endured." In the selection of sizes of conservation works for (lesion purposes to service the San Joaquin Area, it was assumed that deficiencies in the amount of 35 per cent of the average seasonal requirement for irrigation water may be endured in seasons of critically deficient water supply, provided that such deficienices do not occur frequently. It was further assumed that require- ments for urban water and hydroelectric power would be met at all times without deficiency. SUPPLEMENTAL WATER REQUIREMENTS The previously presented data, estimates, and dis- cussion regarding water supply and utilization in the San Joaquin Area indicate that present and probable future water problems of the area are largely limited to those connected with ground water, and that their effects are largely related to irrigated agriculture and municipal development in the vicinity of Stockton. It is further indicated that ground water problems created in various portions of the area by progressive lowering of water levels may be limited or prevented if adequate supplemental water supplies are developed and utilized in the area. The estimated present and probable ultimate require- ments for supplemental water in the San Joaquin Area are discussed and evaluated in the following sections. For purposes of this bulletin, requirements for supplemental water refer to the amount of water, over and above the sum of safe ground water yield and safe surface water yield, which must be developed to satisfy these requirements. Water requirements in turn refer to the amount of water needed to provide for all beneficial consumptive uses of water and for irrecoverable losses of water incidental to such bene- ficial use. It is emphasized that the following esti- mates of supplemental water requirements were based on the water supply which was available to the San Joaquin Area during the base period. However, as Avas pointed out in Chapter II, the amount of this supply was affected by upstream water utilization, operation of upstream reservoirs, and by upstream diversions for export from the tributary watersheds. To the extent that consumptive use in and exports from these watersheds are increased, the water supply available to the area is correspondingly reduced and supplemental water requirements are increased. Present Supplemental Water Requirement The present requirement for supplemental water in the San Joaquin Area was evaluated as the differ- ence between safe yield of ground water and present consumptive use of ground water. It might be argued that this evaluation fails to give consideration to pos- sible inadequacies in service of surface water to por- tions of the area. However, in the solution of the equation of hydrologic equilibrium, presented in Table 17, upon which the estimate of safe ground water yield was based, the unit consumptive use fac- tors chosen assumed a full and sufficient application of water on all irrigated lands whether from surface sources or ground water. It follows that any possible present inadequacy in surface water service was taken into account and provided for in the estimate of safe ground water yield. It was estimated in Chapter II that safe seasonal ground water yield in the San Joaquin Area amounted to 265,800 acre-feet. This was determined as the sea- sonal net extraction of water from the ground water basin that might be maintained, under mean condi- tions of water supply and climate, without further progressive lowering of the water table below average levels prevailing during the three-year period from 1949-50 through 1951-52. Seasonal consumptive use of ground water in the area, with the present pattern of land use and under mean conditions of water supply and climate, was estimated to be 363,200 acre- feet, as shown in Table 36. The estimated present requirement for supplemental water in the San Joa- quin Area, therefore, is some 97,400 acre-feet per season. This estimate is presented in Table 40, which shows distribution of the supplemental water require- ment among the several units of the area. The dis- tribution was hased on the determined difference between consumptive use of ground water under mean conditions of Avater supply and climate, and safe "■round Avater yield for each unit of the area. TABLE 40 ESTIMATED PRESENT MEAN SEASONAL SUPPLEMENTAL WATER REQUIREMENT IN UNITS OF SAN JOAQUIN AREA Unit Acre-feet Eastern Mokelumne . 28,500 18,400 50,500 TOTAL 97,400 The estimate of present supplemental Avater re- quirement in the Littlejohns Unit, presented in Table 40, reflects the recent large increase in lands devoted to irrigated agriculture. Measurements of depth to ground water in the fall of 1952 and fall of 1953 indicate that the AA^eighted average level of ground water during this period dropped about 7.0 feet. The attendant change in around Avater storage for this WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 71 lowering was about 44,000 acre-feet. Runoff and pre- cipitation during the season 1952-53 approximated that for the mean. The difference between the esti- mated mean seasonal supplemental water requirement in the Littlejohns I'nit and change in ground water storage during the period from the fall of 1952 to the fall of 1953, 6,500 acre-feet, may be attributed to increase in subsurface inflow due to lowering of ground water levels. The estimates of present supplemental water re- quirements, presented in Table 40, were based on the water supply which was available to the San Joaquin Area during the base period. Under the assumption that the East Bay Municipal Utility District, the Calaveras Public Utility District, and the Pacific Gas and Electric Company through its Amador Canal would have increased their seasonal diversions from the Mokelumne River to 224,000 acre-feet, 9,000 acre- feet, and 15.000 acre-feet, respectively, and under a method of operation of Pardee Reservoir proposed by the East Ray Municipal Utility District, and under the further assumption that the present maximum monthly rate of diversion from the Mokelumne River by the Woodbridge Irrigation District, in accordance with the demand schedule set forth in Table 39, was 450 second-feet in July, it was estimated that the resultant average seasonal diversion which could have been made by the irrigation district, for the period from 1924 through 1951, would have been but 57 per cent of the full seasonal demand of 149,000 acre-feet, or about 85,000 acre-feet. In the following tabulation the effect of the foregoing may be noted. The estimated resultant water supply that would have been available monthly, as measured in per cent of the full monthly demand, is presented for the dry season of 1931, the wet season of 1942, and the average season for the period from 1924 through 1951. acre-feet, respectively. These shortages could in part be reduced by conservation of surface outflow from the Western Mokelumne Unit, which in 1951-52 was measured and found to be about 28,500 acre-feet. Estimates of supplemental water requirements for the San Joaquin Area were based on the measured and estimated amount of water which was historically available to the area during the chosen base period, modified to represent present conditions. Under such conditions, certain water could be salvaged in the Western Mokelumne Unit and made available to meet supplemental water requirements therein. Table 19 indicates that under mean conditions of water supply and climate, and present conditions of development, surface outflow and subsurface outflow from the Western Mokelumne Unit amount to 37,000 acre-feet and 32,300 acre-feet, respectively. Subsurface outflow could be salvaged by strategi- cally locating and constructing wells to effect capture of the outflow before it passes beyond the boundaries of the unit. Assuming continuous operation of such wells, discharging an average of 1,000 gallons per minute per well over a six-month period each season, about 41 wells would be required to salvage the esti- mated seasonal average of 32,300 acre-feet of subsur- face outflow. Subsurface outflow from the Western Mokelumne Unit passes beyond the unit to the Eastern Mokelumne Unit, Calaveras Unit, and the Delta. Of the total aver- age seasonal subsurface outflow of 32,300 acre-feet, it was estimated that about 4,500 acre-feet flows into the Eastern Mokelumne Unit, 8,800 acre-feet into the Calaveras Unit, and the remainder, 19,000 acre-feet, flows into the Delta. The salvage of such water in the Western Mokelumne Unit would increase the esti- mates of supplemental water requirements presented in Table 41 by 4,500 acre-feet for the Eastern Mokelumne Unit and 8,800 acre-feet for the Cala- veras Unit. ESTIMATED AVAILABLE MONTHLY WATER SUPPLY, IN PER CENT OF MONTHLY DEMAND Fea- Au- Sep- Octo- sonal Season April May June July gust teniber her total lorn 20 20 20 20 20 20 20 20 1932 _100 100 100 100 44 56 60 SO Average 1024-51 __ 86 83 70 40 31 41 50 57 Based on the estimates presented in the foregoing tabluation, the total seasonal water supplies that would have been available to the Woodbridge Irriga- tion District in 1031, 1942. and the average seasonal supply for the period from 1924 through 1951, would have been 30,000 acre-feet, 119.000 acre-feet, and 85.000 acre-feet, respectively. Based on an estimated full seasonal requirement of 149,000 acre-feet, the shortages in supply for 1931, 1942. and the average for the period from 1924 through 1951. would have : been 119.001) acre-feet, 30.000 acre-feet, and (U.000 Probable Ultimate Supplemental Water Requirement The probable ultimate requirement for supple- mental water in the San Joaquin Area was evaluated as the difference between present and probable ulti- mate consumptive use of water, plus the present re- quirement for supplemental water. Development and utilization of a supplemental water supply in the amount of this forecast would assure an adequate supply of water for lands presently irrigated in the area, as well as for those irrigable lands not presently served with water. Furthermore, present problems re- sulting from progressive lowering of ground water levels would be eliminated. Estimates of present and probable ultimate con- sumptive use of water in the San Joaquin Area, under mean conditions of water supply and climate, were presented in Tables 35 and 37. respectively, and a (Courtesy of Stockton Chamber of Commerce) Covercropped Deciduous Orchard in San Joaquin Area WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 7:: corresponding estimate of the present requirement for supplemental water was developed in the preceding section. Utilizing these estimates, the forecast of prob- able ultimate seasonal requirement for supplemental water by units of the San Joaquin Area, under mean conditions of water supply and climate, is presented in Table 41. TABLE 41 PROBABLE ULTIMATE MEAN SEASONAL SUPPLEMENTAL WATER REQUIREMENT IN UNITS OF SAN JOAQUIN AREA (In acre-feet) 1 2 3 4 5 Unit Present consump- tive use of water Probable ultimate consump- tive use of water Probable increase in consump- tive use of water (2-1) Present supple- mental water require- ment Probable ultimate supple- mental water require- ment (3 4- 4) Western Moke- lumne ______ Eastern Moke- lumne . _ Calaveras Littlejohns 189,800 219.000 201.100 226.900 223.800 317.300 234.500 346,000 34,000 98,300 33,400 119,100 28,500 18.400 50.500 34,000 126.800 51,800 169,600 TOTALS 836,800 1.121,600 284,800 97,400 382,200 LEGAL CONSIDERATIONS The foregoing estimates of supplemental water re- quirements for the San Joaquin Area were based on the measured and estimated amount of water which was historically available to the area during the chosen base period. However, the amount of this sup- ply was affected by upstream uses of water, operation of upstream reservoirs, and upstream diversions for export from the tributary watersheds. It is emphasized that, to the extent that water is consumptively used in and exported from these watersheds, the water sup- ply available to the San Joaquin Area is correspond- ingly reduced. Thus, an increase in the amount of such use and export would increase the supplemental water requirements of the area over the amounts esti- mated herein. Development and utilization of water in the tribu- tary watersheds, operation of the upstream reservoirs, and diversion for export from those watersheds, are subject to the provisions of existing agreements and court decrees, and possibly to water rights not con- sidered in those agreements and decrees. Existing rights to the use of waters of the streams in and tributary to the San Joaquin Area have never been the subject of a comprehensive adjudication wherein the right of each user has been determined as against each and every other user. In the absence of such adjudication no right has been established conclu- sively beyond attack by anyone. However, certain rights to store and divert water of the Mokelumne and Stanislaus Rivers have been the subject of court de- crees and of private agreements. The decrees are bind- ing upon the parties to the litigation and persons act- ing in privity with them, while the agreements are likewise effective among the parties thereto and their successors in interest, but may be modified by mutual consent. The following summary of the decrees and agreements is believed to be factually accurate but does not express conclusions regarding the legal effect or validity of water rights referred to therein. Mokelumne River In City of Lodi v. East Bay Municipal Utility District, ct al., San Joaquin County Superior Court No. 2241."), a final judgment was entered in 1938 after a prior judgment had been reversed on appeal. (See 7 Cal. 2d 316.) The right of the Pacific Gas and Elec- tric Company to divert from the North Fork so much water as may reasonably be required (not to exceed 30 second-feet) for municipal, domestic, and other beneficial uses in the Cities of Jackson and Sutter Creek and their vicinities, and to make certain other diversions of water for power purposes to be returned to the stream, was declared and recognized as prior to any rights of the City of Lodi. The right of the city to 3,600 acre-feet of water per annum was adjudged prior to any other claim of the company and was prior to any right of the utility district. Provision was made for protection of the city's right against impairment by reason of storage and diversion by the district. The company was also adjudged to have cer- tain additional rights by virtue of permits granted by the Division of Water Rights to store water for gen- eration of power, and the company was required, so long as it uses the Salt Springs, Lower Bear River, or Deer Valley Reservoirs, to impound in said reservoirs, if and Avhen constructed, sufficient Avater to fill said reservoirs to their capacities and to release the im- pounded waters according to certain provisions con- tained in the judgment. Subject to the priorities of the city and to the obligations of the utility district to maintain said priorities, it was adjudged that the district owns the right to divert 310 second-feet at Pardee Reservoir all year for municipal and domestic uses and to store in said reservoir from October 1st to July 15th, for like purposes, 217,000 acre-feet of wa- ter, provided that the combined diversions directly and from storage shall not exceed 310 second-feet or approximately 200 million gallons per day. The utility district was further adjudged to have the right to store and use water for power purposes, all such water to be returned to the river. On July 25, 1940, a stipulated judgment was ren- dered in an action in the Superior Court of Calaveras County, entitled East Bay Municipal Utility District v. Pacific Gas and Electric Company, No. 1950. The company's rights, substantially as set forth in the 74 SAN .JOAQUIN COUNTY INVESTIGATION judgmenl in the Lodi case (but limiting diversions for other than power use to 15,000 acre-feet per an- num) were decreed to be prior to the rights of the district, subject to the obligation of the company to return to the stream all of the water diverted or stored by it for generation of power. Certain releases from storage were provided to be made by the company in accordance with a schedule similar to but varying in some respects from the provisions of the judgment in the Lodi case. The rights of the district under its Application No. 4228 to store and divert water at Pardee Reservoir were set forth. The company was enjoined from diverting or storing any of the waters of the Mokelumne River except in substantial con- formity with the terms of the judgment. An agreement was executed between the East Bay Municipal Utility District and the AVoodbridge Irri- gation District, dated January 7, 1938. It recognized the priority of old appropriative rights of the irriga- tion district prior to the Water Commission Act, in amounts varying from 30,000 to 45.000 acre-feet per annum, depending upon the flow of water in the Mokel- umne River at Pardee Reservoir. The utility district agreed to releases of water from Pardee to insure delivery of sufficient water to the head of the irriga- tion district's canal to satisfy the prior rights of the irrigation district, The right of the utility district was recognized to the use of water under its applica- tions with the Division of Water Resources numbered 4228, 4768, 5128, and 5002, subject to the old rights of the irrigation district. The right of the Woodbridge Irrigation District under its Application 5807 was stipulated to be junior to the foregoing rights of the utility district. An agreement dated the 8th day of May, 1940, was entered into between the Calaveras Public Utility Dis- trict and the East Bay Municipal Utility District. It is therein provided that the Calaveras District has prior right to divert from the South Fork of the Mokelumne River, as augmented by diversions from the Middle and Licking Forks of said river, not to exceed 12.5 second-feet of water for industrial, do- mestic, mining, and agricultural uses within the boundaries of said district, that the storage or diver- sion by the Calaveras District of any waters in excess of the foregoing amount shall be subordinate to the right of the East Bay District to store and divert waters for municipal, domestic, and other purposes, except power purposes, and to the rights included in Application 4228 of said East Bay District ; that any diversion or storage by the Calaveras District for the generation of power shall be subordinate to the rights of the East Bay District under said application and also to any filings of the latter district for power pur- poses ; that the power filings of the East Bay District shall be subordinate to the storage and diversions by the Calaveras District for domestic, industrial, agri- cultural, and mining uses but shall not be subordinate to any storage or diversion by the Calaveras District for generation of power. According to water stage recorder records of the East Bay Municipal Utility District, the maximum actual diversion of water by the Pacific Gas and Electric Company through the Amador Canal for use in the Cities of Jackson and Sutter Creek and vicini- ties during the period 1947-48 through 1951-52 has been 6,967 acre-feet per annum. The contract right of the Calaveras Public Utility District to divert 12.5 second-feet of water from the South Fork has no stated maximum amount in acre- feet per annum. A continuous flow of the stipulated amount would equal 9,050 acre-feet in one year. However, a flow of 12.5 second-feet is not available at all times at this source and, according to discharge measurements made by the East Bay Municipal Util- ity District, during the period 1947-48 through 1951-52 the maximum actual diversion through the Calaveras Canal has been 6,324 acre-feet per annum. Permit 2459 issued to the East Bay Municipal Util- ity District upon its Application 4228 authorizes an appropriation of not to exceed 310 second-feet, of which amount the diversions by the district in recent years have averaged approximately 150 second-feet, leaving an expected average increase of some 160 second-feet to be diverted from the watershed under this permit. On July 30, 1927, the California Department of Finance filed Applications 5647 and 5648 with the Division of Water Rights for appropriation of 1,820 second-feet by direct diversion and 190,000 acre-feet of water to storage from the Mokelumne River and tributaries. The place of intended use described in the applications is upstream from the San Joaquin Area. These applications may be assigned, or their priority may be released in favor of subsequent appli- cations to the extent such assignment or release would be for the purpose of development not in conflict with the general or coordinated plan for which the appli- cations of the Department of Finance were made, and would not deprive the county in which the Avater originates of any water necessary for the develop- ment of the county. (See Water Code Sections 10504, 10505.) Applications to appropriate water, other than those referred to in the foregoing agreements and decrees, have been filed with the Division of Water Resources. Some of these may form the basis for claims to the future right to store water or to export it from the watershed. Applications to appropriate water in and adjacent to the San Joaquin Area are listed in the tabulation presented as Appendix G to this bulletin. Stanislaus River The appropriative rights in and to the use of water of the Stanislaus River stream system initiated prior to December 19, 1914, the effective date of the Water WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 75 Commission Act, were determined in the Stanislaus River Adjudication Proceeding-. That proceeding was initiated by petition filed by the Oakdale and South San Joaquin Irrigation Districts in 1917, and decree was entered by the Superior Court of San Joaquin County iu action No. 16873, on November 15, 1929. The decree was subsequently modified by order en- tered on February 24, 1930, and by supplemental de- crees entered on March 8, 1934, and May 8, 1935, respectively. As modified, the decree awarded water rights to the extent of 2,558.8 second-feet direct flow diversion and 45,925 acre-feet per annum storage, to 42 owners. Of the amounts awarded, 2,525.3 second- feet, and the entire 45,925 acre-feet, were allocated among 4 owners. These were the Melones Mining Company, Oakdale and South San Joaquin Irrigation Districts, Sierra and San Francisco Power Company, and Emma Rose and Hobart Estate Company. The interests of the two latter parties are now owned by the Pacific Gas and Electric Company and include the Tuolumne and Utica ditch systems. The remain- ing 33.5 second-feet were allocated among 38 owners. The rights determined in the proceeding have prior- ities extending from 1850 through 1914, and all ex- cept one cover diversions from the Stanislaus River stream system at or above the irrigation districts' Goodwin Dam near Knights Ferry. Only the diver- sions by the irrigation districts and the power com- pany, including the Tuolumne and Utica ditch systems, cause any appreciable impairment of the natural flow of the Stanislaus River. The other diver- sions from the stream system are small or are for nonconsumptive uses. Numerous appropriations from the Stanislaus River stream system have been initiated subsequent to 1914 by applications for permits under th© provi- sions of the Water Code. Many of these have been consummated, others are in the permit stage, and some are still pending. These applications are listed in Appendix G. In the aggregate, a preponderance of these appropriations are for small amounts of water, while the bulk of the water appropriated or sought to be appropriated is confined to a relatively few filings by the irrigation districts and the power company. Certain of the completed and permitted appropriations are exercised to supplement use under the rights determined in the adjudication proceeding. As is the case with the older appropriations, only the diversions under the new appropriations by the irri- gation districts and the power company cause any substantial impairment of the natural flow of the Stanislaus River. The rights set forth in the decree and those subse- quently initiated under the provisions of the Water Code give a complete record of the vested rights on the Stanislaus River stream system, except for such claims of rights as may exist by reason of riparian ownership. However, since most of the water of the stream system is diverted and used by the irrigation districts and the power company, such diversions as might be made by riparian owners probably would not impair the natural flow of the stream to any great extent. Pacific Gas and Electric Company System Rights. All hydroelectric developments on the Stanislaus River stream system are now owned by the Pacific Gas and Electric Company. The system consists of Phoenix Power Plant on the South Fork, Spring Gap Power Plant on the Middle Fork, and Stanislaus Power Plant below the junction of the North and Middle Forks, Murphys and Angels Power Plants on the North Fork, and Melones Power Plant at Melones Dam on the main stream below the junction of the South Fork, together with numerous storage reservoirs, conduits, and other facilities nec- essary to the operation. The flow of the South Fork is regulated by Straw- berry Reservoir, having a storage capacity of 18,600 acre-feet and located upstream from the Philadelphia Ditch Intake. A right for the storage of 16,710 acre- feet per annum in Strawberry Reservoir is provided for in the Stanislaus River Decree. A right under Application 1339, filed June 30, 1919, License 1391, permits the diversion of 56.6 second-feet of the nat- ural flow of the South Fork by means of the Phila- delphia Ditch for use through the Spring Gap and Stanislaus Power Plants. Natural flow of the Middle Fork is used through the Stanislaus Power Plant under rights to 300 and 15 seconcl-feet with priorities of 1906 and 1908, re- spectively, and a right to 160 second-feet, under Application 10122, filed February 19, 1941, License 2862. The flow in the Middle Fork is regulated by storage in Relief Reservoir, amounting to 15,122 acre- feet. Of this total storage, 14,965 acre-feet was allotted in the Stanislaus River Decree with priority of 1905. The water used under these rights is returned to the Stanislaus River, and, for a large portion of each season, constitutes water also included in the vested rights of the Oakdale and South San Joaquin Irriga- tion Districts. An appropriation of 1,500 second-feet direct flow diversion, and 132,450 acre-feet per annum storage in Melones Reservoir, for use through Melones Power Plant, was initiated by Application 2460, filed July 29, 1924, upon which License 985 has been issued. The water used under this right is also available for use under the rights of the irrigation districts at Good- win Dam. Tuolumne Ditch System Rights. The Tuolumne Ditch system, owned and operated by the Pacific Gas and Electric Company, diverts water from the South 76 SAN JOAQUIN COUNTY INVESTIGATION Pork at Lyons Dam for use through the Phoenix Power Plant and for public service purposes in Tuol- umne County. As determined in the Stanislaus River Decree, this system is entitled to 52 second-feet direct flow diversion at Lyons Dam with a priority of 1851, and 5,199 acre-feet per annum by storage, of which 4,360 acre- feet has a priority of 1856, and 839 acre- feet a priority of 1897. The decree provides that the stored water is to be used in equalizing the flow of the South Fork of the Stanislaus River at the intake of the Main Ditch to 52 second-feet; that 32 second- feet of the 52 second-feet direct flow or equalized flow diverted through the Tuolumne Main Ditch are to be used for the generation of power at the Phoenix Power Plant; and that said 32 second-feet, together with the remaining 20 second-feet diverted through the Tuolumne Main Ditch, making a total of 52 second-feet, either before or after passing through Phoenix Power Plant, are to be used for public serv- ice purposes. The service area of the Tuolumne Ditch system referred to in the decree is now within the boundaries of Tuolumne County Water District No. 2. The increased storage in Lyons Reservoir is covered by appropriations initiated December 14, 1928, by Applications 6129 and 6130 upon which Licenses 1541 and 1542. respectively, have been issued. Utica Ditch System Rights. The Stanislaus River Decree sets forth rights to 88 second-feet direct flow of the North Fork and its tributaries for diversion through the Utica Conduit, and 9,000 acre-feet per annum of water of the North Fork to be impounded in Union. Silver Valley, and Utica Reservoirs to be later released and rediverted through the Utica Con- duit. The decree provides that the stored water is to be used in equalizing the flow of the North Fork at the intake of the Utica Conduit to a flow of 88 second- feet ; that 55 second-feet of the 88 second-feet direct flow or equalized flow diverted through the Utica Conduit are to be used for the generation of power at the Utica Power Plant (Murphys) ; and that said 55 second-feet together with the remaining 33 second-feet diverted through the Utica Conduit, making a total of 88 second-feet, either before or after passing through Utica Power Plant, are to be used for public service purposes, including domestic, industrial, and irriga- tion uses. In addition, the decree provides for rights to 25 second-feet from Mill Creek ; 56.7 second-feet from Angels Creek ; and 8.0 second-feet from Coyote Creek for public service purposes. Water is also sup- plied to the system under an appropriation of the Pacific Gas and Electric Company initiated by Appli- cations 77 A, filed August 4, 1915, and 5414, filed April 11, 1927, upon which permits 1303 and 2957 have been issued for storage in Spicers Meadow Reservoir on Highland Creek of 6,144 and 4,656 acre-feet per annum, respectively. The appropriation under Appli- cation 77A was initiated prior to commencement of the Stanislaus River adjudication but after the effec- tive date of the Water Commission Act, and was not included in the adjudication. Spicers Meadow Reser- voir, as reported by permittee, has a capacity of about 4,062 acre-feet. There are many other small rights on Angels, Coyote, Mill, Moran, and Love Creeks, and other trib- utaries of the Stanislaus River, in addition to those of the Utica Ditch system. These cover diversions for various beneficial uses, including use for the irrigation of about 750 acres in southern Calaveras County. Oakdale and South San Joaquin Irrigation Dis- tricts' Rights. The several rights of the Oakdale and South San Joaquin Irrigation Districts, included in the adjudication, total 1,816.6 second-feet by direct diversion of natural flow at Goodwin Dam near Knights Ferry. These rights were acquired by the dis- tricts at the time of their formation in 1909. In 1918 the South San Joaqiiin Irrigation District constructed Woodward Dam on Simmons Creek, a tributary of Littlejohns Creek, and under Application 2524, filed August 29, 1921, upon which License 604 has been issued, consummated an appropriation from the Stanislaus River at Goodwin Dam for storage of 36,000 aere-t'eet per annum in Woodward Reservoir. In 1926 the two districts constructed Melones Dam on the Stanislaus River, nine miles above Goodwin Dam, creating Melones Reservoir to a capacity of 112,500 acre-feet. Under permits issued upon Application 1081, filed September 20, 1918, and Application 3091, filed October 19, 1922, the districts have consummated appropriations of 96,195 and 10,754 acre-feet, respec- tively, per annum for storage in Melones Reservoir, confirmed by Licenses 2012 and 2013. The districts also have an appropriation initiated by Application 10978, filed February 10, 1945, upon which Permit 6448 has been issued, for 25,000 acre-feet per annum storage in Melones Reservoir. Other appropriations by the districts of the waters of the Stanislaus River were initiated by Application 8892, filed February 3, 1937, and Application 9666, filed July 7, 1939. Licenses 2634 and 2706 have been issued, confirming rights to 7.5 and 6.0 second-feet, respectively. The points of diver- sion of these appropriations are some 15 or 20 miles downstream from Goodwin Dam. Rights of the irrigation districts to appropriate water, including storage at the Tulloch, Beardsley, and Donnells sites, for irrigation and power purposes, designated as the Tri-Dam project, were initiated by the filing of Applications 10872, 11105, 12490, 12614, 12873, 13309, and 13310. They were protested by Tuolumne County Water District No. 2, Tuolumne County, Calaveras County Water District, and Cala- veras County. These protests were subsequently with- drawn pursuant to agreements between the irrigation districts and protestants. The applications were ap- proved, and Permits 9360 through 9366 were issued to the irrigation districts. Federal Power Commission WATER UTILIZATION AND SUPPLEMENTAL REQUIREMENTS 77 licenses for hydroelectric development were issued to the irrigation districts in 1950 and 1951. The agreement between the irrigation districts and Tuolumne County Water District No. 2, dated June 27, 1951, provides in part that the water district shall be entitled to divert water from Donnells Con- dnit, when constructed by the irrigation districts, during specified periods and under prescribed condi- tions. The agreement also contains certain restric- tions upon the right of the irrigation districts to take water from the South Fork, and the water district agreed to withdraw its then pending applications to appropriate water, insofar as they pertained to the Middle Fork. Pursuant to request, the Department of Finance on May 18, 1953, assigned to the irrigation districts for the use and benefit of the Tri-Dam project. Appli- cation 5648, insofar as it pertains to the Middle Fork of the Stanislaus River, subject to full performance by said districts of all of the obligations and condi- tions provided to be performed by them by the afore- mentioned agreement between the irrigation districts and Tuolumne County Water District No. 2, dated June 27, 1951, and further subject to the condition that in the event of abandonment of the project or failure to exercise due diligence in the completion and operation of the same, the assigned rights should revert to the Department of Finance. CHAPTER IV PLANS FOR WATER DEVELOPMENT Tt has been shown heretofore that the present basic water problems in the San Joaquin Area are the pro- gressive lowering of ground water levels and the threat of attendant degradation of mineral quality of the ground water. Elimination of these problems, prevention of their recurrence in the future, irriga- tion of irrigable lands not presently served with water, and the provision of additional water for other beneficial purposes, will require further conservation development of available w'ater supplies. In the pre- ceding chapter, estimates were presented as to the amount of supplemental water required for these purposes both at the present time and under probable ultimate conditions of land use. It has been shown that surplus flows of water are presently available to the San Joaquin Area from the Mokelumne and Calaveras Rivers and from minor tributary streams. Studies which are described in this chapter indicate that the surplus flows, if properly controlled and regulated, could more than meet the present supplemental water requirements of the San Joaquin Area. However, such regulated sur- plus floAvs would be insufficient to meet the probable ultimate supplemental water requirements of the area, and under ultimate development it will be nec- essary to import water to the area from some outside source or sources. Furthermore, solutions to both present and ultimate water problems of the San Joaquin Area must give consideration to vested rights in waters of the tributary streams. As was stated in Chapter I, the Division of Water Resources is presently conducting surveys and studies for the State-wide "Water Resources Investigation, under direction of the State Water Resources Board. This investigation has as its objective the formulation of The California Water Plan, for full conservation, control, and utilization of the State's water resources, to meet present and future water needs for all bene- ficial purposes and uses in all parts of the State, in- sofar as practicable. Surveys and studies are also be- ing conducted by the Division of Water Resources for the Survey of Mountainous Areas. This investigation, which is coordinated with the state-wide investiga- tion, has as its primary objective the determination of probable ultimate water requirements of certain counties of the Sierra Nevada. Although these investigations are still in progress, they are sufficiently advanced to permit tentative de- scription of certain major features of The California Water Plan which could provide supplemental water to meet the probable ultimate requirements of the San Joaquin Area. The projects would also provide supplemental water supplies for other water-deficient areas of California. In addition, benefits from the projects would include hydroelectric power, flood and salinity control, and benefits in the interests of recrea- tion and the preservation of fish and wildlife. Results of the State-wide Water Resources Investigation to date also indicate that if California is to attain growth and development commensurate with its manifold resources, nearly all of the potential reser- voir storage capacity of the State must be constructed and dedicated to operation for water conservation purposes. In general, the major features of The California Water Plan, which were mentioned in the preceding paragraph, would be large multipurpose projects re- quiring relatively large capital expenditures. Their Scope, with regard to both location of the works and benefits derived from their operation, would not be limited to any one local area, but would embrace other large portions of California. Additional study will be required to estimate costs and to determine possible means of financing these large projects. Un- der the San Joaquin County Investigation, therefore, surveys and studies were made in order to estimate costs of supplemental water supplies for the San Joa- quin Area under more localized plans that might be suitable for current financing, construction, and operation by appropriate local public agencies. These plans for initial development generally are such that the works could be integrated into future major proj- ects. For purposes of this bulletin, operation of the planned works was assumed to be limited to conserva- tion of new water supplies sufficient to meet the pres- ent supplemental requirements of the San Joaquin Area and to provide for limited future growth in w 7 ater requirements of the area. Major features of The California Water Plan that might be pertinent to solution of the ultimate water problems of the San Joaquin Area are described in general terms in this chapter under the heading "The California Water Plan." These projects are or will be more specifically described in other reports of the State Water Resources Board. The several plans for possible initial local development of supplemental w T ater supplies which were given consideration in con- nection with the San Joaquin County Investigation are described in this chapter under the heading "Plans for Initial Local Development." All such plans considered would be subject to vested rights. Specific plans are presented for the more favorable of ( 79) so SAX JOAQUIN COUNTY INVESTIGATION these local projects, together with estimates of capital and animal costs and unit costs of the developed sup- plemental water supplies. Locations of the principal features of the several possible plans, for both initial and future construction, are shown on Plate 14. In connection with the ensuing discussion of surface water development works described in this chapter, the following terms are used as indicated : Safe Yield — The maximum sustained rate of draft from water development works that could have been maintained through a critically deficient water sup- ply period to meet a gh'en demand for water. Irrigation Yield — The maximum sustained rate of draft from water development works that could have been maintained through a critically deficient water supply period to meet a given irrigation de- mand for water with certain specified deficiencies. New Yield — That portion of the safe yield or irriga- tion yield resulting from a proposed new water sup- ply development and method of operation thereof, over and above the yield of existing works. Dependable Power Capacity — The minimum kilowatt capacity of the hydroelectric generating equipment when meeting an assumed load requirement. In this bulletin the load requirement was assumed to have the characteristic of 5,550 kilowatt-hours per kilo- watt of annual peak demand, approximately repre- sentative of the present northern California power market. Installed Power Capacity — The kilowatt name plate rating of the hydroelectric generating equipment. In this bulletin, the installed power capacity was determined as the optimum capacity which would develop the available water supply, and was taken as the capacity necessary to utilize twice the safe yield, equivalent to a minimum plant factor of 0.5. Average Energy Output — The energy in kilowatt- hours generated by the hydroelectric generating equipment, with the available water supply, that would be usable under the assumed system load. For purposes of this bulletin, all of the energy output was assumed to be usable. THE CALIFORNIA WATER PLAN The Feather River Project, an adopted feature of The California Water Plan, is described in the follow- ing section, where it is shown that it could provide supplemental water to meet the probable ultimate re- quirements of the San Joaquin Area. Several other major projects, which would involve multipurpose water resources developments on the American, Co- sumnes, Mokelumne, Calaveras and Stanislaus Rivers, could also provide supplemental water to meet the probable ultimate requirements of the area, and are briefly described in an ensuing section. These projects are tentatively being considered as possible features of The California Water Plan. Feather River Project The probable ultimate supplemental water require- ment of the San Joaquin Area could be met under a plan which would provide regulatory storage on the Feather River, by construction of Oroville Dam and Reservoir near Oroville. A portion of the regulated water supply so made available could be conveyed across the Sacramento-San Joaquin Delta to the South Fork of the Mokelumne River and delta channels trib- utary thereto. The project water made available in these delta channels could be pumped to and distrib- uted in the San Joaquin Area, lying immediately to the east. A large number of samples of water have been taken from the delta channels over a period of years and analyzed for mineral constituents. The analyses indi- cate that the water was of good mineral quality and well suited for domestic and agricultural uses. Oroville Dam and Reservoir, locations of which are shown on Plate 14, will be made available by construc- tion of works which are described in detail in a pub- lication of the State Water Resources Board, entitled "Report on Feasibility of Feather River Project and Sacramento-San Joaquin Delta Diversion Projects Proposed as Features of The California Water Plan," dated May, 1951, and a publication of the Division of Water Resources entitled "Program For Financing and Constructing The Feather River Project as the Initial Unit of The California Water Plan," dated February, 1955. These projects were authorized and adopted by the 1951 Legislature in an act which au- thorized their construction, operation, and mainte- nance by the Water Project Authority of the State of California. Provision was made in the authorizing act for financing construction of the proposed works through issuance and sale of revenue bonds and through receipt of contributions from other sources. In May, 1952, the Legislature provided $800,000 by budgetary appropriation to the Division of Water Resources, for necessary investigation, surveys, and studies and preparation of plans and specifications for the Feather River and Sacramento-San Joaquin Delta Diversion Projects. The 1953-54 Budget Act provides an additional $750,000 to the Division for like pur- poses. The multipurpose Feather River Project contem- plates construction of a concrete gravity dam, 730 feet in height above stream bed, at a point on the Feather River about 5.5 miles above the City of Oroville. It will create a reservoir of 3,500,000 acre-foot storage capacity, and will provide a large measure of control of the runoff of the Feather River for purposes of conservation, flood control, hydroelectric power gen- PLANS FOR WATER DEVELOPMENT 81 eration, and other beneficial nses. Provision will be made for a power plant of 440,000 kilowatt installed power capacity located at the dam. Two afterbay dams will be located 0.5 mile upstream and five miles down- stream from Oroville, respectively, to convert the power releases to a continuous flow. A channel cross- ing of the Sacramento-San Joaquin Delta will be re- quired to carry water released from Oroville Reser- voir from the Sacramento River to the San Joaquin River Delta, for subsequent transmission to water- deficient areas in more southerly parts of California. Under the plan of operation of Oroville Reservoir described in the cited 1955 report, releases of water would be made sufficient to meet requirements of a service area along the Feather River under ultimate conditions of development. In addition, the releases would be sufficient to supplement other waters now available in the Sacramento-San Joaquin Delta so as to provide for existing rights and commitments in- cluding requirements of the Central Valley Project, and would make new water available for export from the Delta in the average amount of 4,016,000 acre-feet, annually. Estimates of cost of the Feather River Project are presented in the 1955 report. A summary of estimated capital costs of this project, as it would relate to the San Joaquin Area, is given in Table 42. The estimates of capital cost were based on prices prevailing in Jan- uary, 1955, and included allowances of 10 per cent for administration and engineering, 15 per cent for contingencies, and 1\ per cent for interest during one- half of the estimated construction period. TABLE 42 SUMMARY OF ESTIMATED CAPITAL COSTS OF FEATHER RIVER PROJECT Oroville Dam and Reservoir $279,586,000 Oroville Power Plant 27,926,000 Afterbays No. 1 and No. 2 6,027,000 Delta Cross-Channel 8,320,000 Subtotal $321,859,000 Contingencies 34,11 1,000 Engineering and administration 31,083,000 Interest during construction 42,008.000 TOTAL $429,06 1 ,000 Based on the foregoing estimated capital costs and other studies, it was estimated that cost of water from the Feather River Project, available for export from the Sacramento-San Joaquin Delta to the San Joaquin Area, would be about $2.50 per acre-foot at points of diversion in the Delta. Folsom Project The probable ultimate supplemental water require- ment of the San Joaquin Area could be met under a plan which will provide regulatory storage on the American River, by construction of Folsom Dam and Reservoir, about 2\ miles upstream from the town of Folsom and about one-half mile below the confluence of the North and South Forks of the river. A portion of the regulated water supply so made available could be conveyed to the San Joaquin Area by gravity con- duit, or could be released to the Sacramento-San Joa- quin Delta for pumped diversion to the San Joaquin Area, as described in the preceding section in the case of Feather River water. Folsom Dam and Reservoir, locations of which are shown on Plate 14, are under construction and near- ing completion by the Corps of Engineers, Depart- ment of the Army. Folsom Dam and Reservoir were authorized for federal construction in Public Law 534, 78th Congress, 2nd session, and were adopted and authorized by the State of California in Chapter 1514, California Statutes of 1945. Subsequently, the Fol- som Project was authorized as a unit of the Central Valley Project by the Congress in Public Law 356, 81st Congress, 1st session. This authorization included Folsom Dam and Reservoir, Folsom Power Plant lo- cated below Folsom Dam, Nimbus Dam and Power Plant located about seven miles below Folsom Dam, rind the Sly Park Project located in El Dorado County to furnish supplemental water to lands in and adja- cent to the El Dorado Irrigation District. Under the legislation the power features and the Sly Park Proj- ect are being constructed by the Bureau of Reclama- tion, Department of the Interior. In addition to the presently authorized development, the Folsom Project contemplates eventual construction of conveyance and distribution systems for the conserved water, which features were not included in the foregoing legisla- tion. Yield studies presented in a report prepared by the Division of Water Resources pursuant to Senate Con- current Resolution No. 48, Legislature of 1951, en- titled "Feasibility of State Ownership and Operation of the Central Valley Project of California," dated March, 1952, indicate that new seasonal yield of Fol- som Reservoir will be about 800,000 acre-feet. This report assumed that the yield of Folsom Reservoir would be used primarily in a service area extending along the east side of the Central Valley from Mark- ham Ravine on the north to Little Johns Creek on the south, and including the major portion of the San Joaquin Area. In order that this water might be uti- lized in the service area, it would be necessary to con- struct canals to convey releases from Folsom Reser- voir both to the north and south of the American River. The main section of Folsom Dam consists of a con- crete gravity structure across the river channel, with a crest length of 1,400 feet and a height of 280 feet above stream bed. The left and right wings of the ma in (lain, as well as several auxiliary dams, consist 82 SAN JOAQUIN COUNTY INVESTIGATION of earth-filled sections. The overpour spillway is lo- immediately above Bellota with the water surface at eated at the center of the concrete section of the main an elevation of about 130 feet. The water would then dam, and has a discharging capacity of 567,000 second- be conveyed in a southerly direction, skirting the feet. The storage capacity of Folsom Reservoir is foothills south of Bellota, to Littlejohns Creek. The 1,000,000 acre-feet, and the reservoir area is 11,650 canal would terminate about two miles upstream acres, from the town of Farmington at an elevation of about The Folsom Power Plant is located below Folsom 124 feet. This alignment would eliminate the neces- Dam. The installed power capacity of the plant will sity of acquiring expensive rights of way south of the be 162,000 kilowatts when completed, and the maxi- Calaveras River and, furthermore, would facilitate mum head will be 340 feet. Nimbus Dam is located delivery of water to a larger service area than if the about seven miles below Folsom Dam, and the reser- canal continued by gravity from the Calaveras River voir it creates, recently named Lake Natoma, will to Littlejohns Creek. The location of the described serve as an afterbay to re-regulate the power releases Folsom South Canal is shown on Plate 14. Water re- from the Folsom Power Plant to a uniform flow. The leased from Folsom Reservoir and conveyed in the dam is a concrete structure with a crest length of Folsom South Canal could serve a large portion of 1,170 feet and a height of 45 feet above stream bed, the San Joaquin Area by gravity, and creates a reservoir with storage capacity of 7,700 In the cited report of the Division of Water Re- acre-feet. The Nimbus Power Plant, located at the sources on feasibility of state ownership and opera- dam, will have an installed power capacity of 13,500 tion of the Central Valley Project, it was assumed kilowatts when completed. that water released from Folsom Reservoir would be A summary of estimated capital costs of Folsom delivered at the intake to the Folsom South Canal Dam and Reservoir, and appurtenant features, as for $ im P er acre-foot. This assumed rate of revenue furnished by the Bureau of Reclamation and the from the sale of new seasonal yield from Folsom Corps of Engineers, is presented in the following Reservoir was used in the financial analyses of the tabulation : Central Valley Project presented in that report. Folsom Dam and Reservoir__ _ $65,335,000 Since the -Bureau of Reclamation is presently conduct- Folsom power facilities including Nimbus ing detailed studies of the alignment and costs of Afterbay Dam and Power Plants __ 38,201,000 the Folsom g outh Cana] and prob ably will make such TOTAL $103,536,000 information available in the near future, no detailed studies for the Folsom South Canal were made bv The Bureau of Reclamation is presently conducting the D i v i s i on of Water Resources. However, prelim- detailed studies of the alignment and costs of the inarv estimates of costs made bv the Division, based Folsom South Canal and of the areas which could on a pre li m inarv alignment furnished bv the Bureau be served from the canal. Preliminary data and infor- of Reclamation to the Calaveras River, and the align- mation furnished by the Bureau of Reclamation indi- ment contemplated bv the Division of Water Re- cate that water would be diverted into the Folsom sources from the Calaveras River to Littlejohns South Canal from the American River at Nimbus Creel ^ indicate that eapital costs to deliver 60 9,000 Dam. The Folsom South Canal would extend south- acre-feet of water seasonally to Sacramento and San erly to Littlejohns Creek, a distance of approximately Joaquin Counties through the Folsom South Canal 50 miles. As presently planned, the Folsom South wou]d b(1 about $24,650,000. The estimated 609,000 Canal would divert water from the American River acre-feet of water per season corresponds to the prob- at an elevation of about 118 feet and extend southerly, able ultimate supplemental water requirement of crossing the Cosumnes River at an elevation of about ]ands wMch could be pract i ca bly served from the Fol- 110 feet, Dry Creek at an elevation of 100 feet, the som gouth Canal inchlding 303,000 acre-feet in San Mokelumne River at an elevation of 95 feet, the Joaquin County, based on studies made bv the Division Mokelumne Aqueduct of the East Bay Municipal of Water Resources, and 306,000 acre-feet in Sacra- Utihty District at an elevation of about 93 feet, the ment o Countv, based on preliminarv studies made bv Calaveras River at an elevation of about 90 feet, and the United gtates Bureau of Reclamation. Annual end at Littlejohns Creek at an elevation of about 86 costs ou a 3 per cent and 4 per ( . (1]lt interest basis feet. Studies made by the Division of Water Resources were estimated to be $1 .306,000 and $1,517,000, respec- mdicate that it would probably be desirable to convey tively Unit anmial costs (m a com p ara ble basis, and the water by gravity in the Folsom South Canal including the assumed value of $1.00 per acre-foot for easterly and north of the Calaveras River a distance water delivered to the intake of the Folsom South of about 3.5 miles to an elevation of about 89 feet. At Canal; were estimated to be $3.20 per acre-foot and this point the water would then be lifted to an eleva- $3.50 per acre-foot respectivelv. tion of 132 feet, and conveyed easterly by gravity. As has been mentioned, as an alternative to its con- crossing the Calaveras River by means of a siphon veyance in the Folsom South Canal, a portion of the PLANS FOR WATER DEVELOPMENT 83 yield of Folsom Reservoir could be released down the American and Sacramento Rivers to the Sacramento- San Joaqnin Delta. It could then be conveyed across the Delta in a cross canal, and to the South Fork of the Mokelumne River and the delta channels tribu- tary thereto. From the delta channels the water could be pumped to and distributed in the San Joaquin Area lying 1 immediately to the east. Preliminary de- signs and cost estimates for such a conveyance system have not been made. However, based on data and estimates at hand, it is indicated that unit cost of the new seasonal yield from the Folsom Project would be little different than at Nimbus Dam, or about $1.00 per acre-foot at points of diversion in the Delta. The Division of Water Resources, under the direc- tion of the State Water Resources Board, has recently completed its investigation of the American River Basin, as authorized by Chapters 908 and 1541, Stat- utes of 1947. and subsequent regular budgetary appro- priations, and has prepared the preliminary draft of State Water Resources Board Bulletin No. 21, entitled "American River Basin Investigation — Report on De- velopment Proposed for The California Water Plan," covering the investigation. This report is conceived as the first of a series of individual stream basin and stream group reports designed to improve* and refine the detail of The California Water Plan beyond the scope possible in the report thereon, to be published as State Water Resources Board Bulletin No. 3 in 1956. Bulletin No. 21 presents a multipurpose plan which can serve as a guide for future basin development above Folsom Reservoir. It also illustrates how a high degree of conservation can be realized at compara- tively low cost by utilizing, to full advantage, the valuable natural storage available in the alluvium of the valley floor below Folsom Reservoir. The area under investigation reported in Bulletin No. 21 comprises the areas of origin and use of Ameri- can River water. This includes the entire American River watershed, portions of adjoining watersheds in which use is made of water originating or stored in the American River Basin, and the valley floor service area dependent wholly or in part on the American River as a source of water supply. In the preliminary draft of Bulletin No. 21 it was assumed that, for study purposes, the valley floor service area of the American River would occupy an area bounded roughly by the Sierra foothill line on the east and the trough of the Sacramento-San Joaquin Valley on the west. The northerly boundary would be in the vicinity of the American River, and the area would extend southward to Lone Tree Creek south of Stockton. With full development of the American River Basin, and when full conjunctive use of ground water storage in the valley is achieved, the water from the American River would irrigate nearly 800,000 acres of land in the uplands and on the valley floor ; meet the domestic, urban, and industrial water requirements for a population in excess of 1,400,000; maintain a flow of about 600 second-feet in the American River below Nimbus; provide a firm seasonal supply of about 368,000 acre-feet of water for export to deficient areas ; and, by use of residual outflow from irrigation applications, urban uses, and pumping for salt bal- ance, provide the river's proportionate share of water required to repulse sea-water intrusion at the Delta. The works required to achieve the high degree of water resource development envisioned for the Ameri- can River Basin fall into two broad categories. The first constitutes works located in the basin itself, in- cluding facilities to supply water to foothill and mountain service areas beyond the boundaries of the basin. The second category constitutes works on the valley floor, including those required to implement conjunctive operation of surface and underground storage. In the proposed ultimate plan, 22 reservoirs would store and regulate a substantial portion of the basin runoff, and the regulated water would flow to 5 foothill and mountain service areas, and to 19 hydro- electric power plants, through nearly 300 miles of conduit. On the valley floor the water would be con- veyed into the service area by 150 miles of main canal, where it would be distributed by laterals and other works, in conjunction with drainage and deep well pumping facilities, to achieve maximum beneficial use of the water. The total capital cost of these new works was esti- mated to be about $418,000,000 at present prices. The corresponding annual cost on a 3 percent interest basis was estimated to be about $25,500,000. It was estimated that after the capital costs are recovered, the annual costs would be reduced to about $10,725,000. The estimates of annual costs are subject to reduction in the amount of the hydroelectric power revenues that might be assigned for payment of irrigation features of the project. Annual power revenues, based on unit values of $22 per kilowatt of new dependable power capacity and 2.8 mills per kilowatt-hour of new energy output, would amount to about $17,300,000. There- fore, estimated average unit cost of the new water supply of 2,174,000 acre-feet at points of delivery, including re-use of firm supplies in downstream areas, and crediting the annual costs of new works with power revenues, would be about $3.80 per acre-foot during the amortization period. After project repay- ment power revenues alone would exceed annual costs. Other Projects Under Consideration Tn connection with the State-wide Water Resources Investigation and the Survey of Mountainous Areas, various plans for development of the water resources of Sierra Nevada streams are under consideration. Among the streams under investigation, in addition to the Feather and American Rivers already discussed 84 SAX JOAQUIN COUNTY INVESTIGATION in part, are the Cosumnes, Mokelumne, Calaveras, and Stanislaus Rivers, and Dry Creek. All five of these latter streams were considered as possible sources of additional water supply for the San Joaquin Area, as well as for the foothill and moun- tain water service areas of the streams. These service areas are located to the east of the San Joaquin Area, and are shown on Plate 16, "Potential Water Develop- ments. ' ' With the exception of small portions of some of the lower foothill service areas, none can be prac- ticably supplied with water directly from the Central Valley Project, the Feather River Project, or from possible large, low-elevation reservoirs on the five cited tributary streams. Probable ultimate water re- quirements of the mountain ami foothill areas are substantial, and very little water has been developed for use in those areas to date. On the other hand, the waters of the Stanislaus and Mokelumne Rivers, by far the larger of the five streams, have been developed to a considerable degree for the benefit of areas on the Central Valley floor and in the San Francisco Bay Area. Since the foregoing studies and investigations are in progress, no final conclusions regarding project plans and costs, and allocations of new safe yields, can be made at this time. The investigations are suffi- ciently advanced, however, to permit conclusions re- garding ultimate water requirements, tentative con- elusions regarding potential water supplies, and gen- eralized descriptions of possible projects. Future de- velopment and use of water in the foothill and mountain service areas will affect the development of supplemental water supplies for the San Joaquin Area. In order to establish the nature and extent of such effects, a general discussion of potential yields of the various streams, ultimate water requirements in the foothill and mountain water service areas, and possible plans for water resource development is presented separately for the Cosumnes River, Dry Creek, and the Mokelumne, Calaveras, and Stanis- laus Rivers. Because of present lack of preliminary designs and cost estimates, the discussion does not include consideration of economic or financial feasibil- ity of possible water development works. The quantity of water which must be delivered to a given service area to satisfy ultimate consumptive use of applied water may be considered as the ulti- mate water requirement of the service area. This re- quirement may be computed by adjusting the estimate of ultimate consumptive use of applied water for estimated conveyance and application losses within the service area. In the foothill and mountain service areas the requirement will be satisfied principally by water released from reservoirs. However, a part of the requirement may be satisfied by recoverable re- turn flows originating within the area itself, and an- other part may be satisfied by return flow from up- stream service areas. As a first step in deriving such requirements, it may be assumed that, under condi- tions of ultimate development, the cost of water and the available supply of water will be such that conveyance and application losses will have to be reduced to a minimum, and that every effort will have to be made to recover return flows. On this basis, it was considered reasonable to assume that average irrigation efficiencies of 75 per cent could be accomplished ; that conveyance losses within the service area could be restricted to a quantity equiva- lent to 10 per cent of consumptive use of applied water ; and that return flow could be recovered in quantities sufficient to balance the conveyance loss. Under these conditions, the service area requirement would be equivalent to consumptive use of applied water plus 33 per cent. Service area requirements, computed on this basis, are presented in subsequent sections covering the Cosumnes River, Dry Creek, and the Mokelumne, Calaveras, and Stanislaus Rivers. Cosumnes River. The mean seasonal runoff of the Cosumnes River at the gaging station at Michigan Bar is estimated to be about 374,000 acre-feet. Reser- voir yield studies indicate that under conditions of maximum practicable development, the stream could produce a dependable water supply of about 200,000 acre-feet per season. Under present conditions the stream is virtually undeveloped for beneficial use of water. There are a few diversions from the stream, but the total quantity of water diverted is small and most of the runoff is wasted into the Sacramento-San Joa- quin Delta. The only new development scheduled for completion in the near future is the previously cited Sly Park Project of the Bureau of Reclamation, which will yield about 20,000 acre-feet of water per season from tributaries of the North Fork of the Cosumnes River, to supplement waters of the American River presently used in the service area of the El Dorado Irrigation District. The mountain and foothill water service areas for which the Cosumnes River is considered to be a nat- ural source of water supply are listed in the following tabulation, together with their estimated ultimate sea- sonal water requirements. The water requirements are measured in terms of consumptive use of applied water plus irrecoverable losses incidental to such use. Estimated ultimate mean seasonal water require- Service Area County meats, in acre-feet lone Amador 77,000 Plymouth _. Amador _ 20,000 Volcano Amador 17.000 Aukum _. El Dorado _ 19,000 Lai robe El Dorado _ 12,000 Placerville _ __E1 Dorado _ .__ 96,000 Youngs _. __E1 Dorado _ 12,000 Carson Sacramento 75,000 Laguna Sacramento 94,000 Arroyo Seco San Joaquin 35,000 TOTAL 457,000 PLANS FOR WATER DEVELOPMENT Obviously, draft on the Cosumnes River to meet the foregoing requirements would far exceed the maximum water supply which can be developed from the stream. Plans for development currently under consideration, therefore, contemplate the use of Co- sumnes River water in those service areas for which there is no reasonable alternative source, and the development of water from the South Fork of the American River to make up the deficiency in other service areas. Runoff of local streams, such as Dry Creek in Amador County, woiald also be developed and utilized so far as practicable. Briefly, it is contemplated that the Plymouth, Vol- cano, Aukum, and Youngs Service Areas would be supplied with sufficient water substantially to meet their ultimate requirements from the Cosumnes River, through the construction of Bridgeport, Pi Pi Mead- ows, and Capps Crossing Reservoirs in the upper part of the basin. The Sly Park Project will meet a part of the ultimate water requirement of the Plaeerville Service Area, and the remainder could be met by water developed from the South Fork of the American River and conveyed to Sly Park Reservoir largely by gravity conduit. A description of a comprehensive plan of water resources development of the American River, including the foregoing diversion to Sly Park Reservoir, is included in Bulletin No. 21, entitled "American River Basin Investigation — Report on Development Proposed for The California Water Plan." a publication of the State Water Resources Board. Some water could be diverted directly from Folsom Reservoir by gravity and conveyed by conduit for use in the Carson Service Area. Construction of Deer Creek Reservoir on Deer Creek would also produce a limited quantity of water for this service area. The remainder of the ultimate water requirement in the Carson Service Area, and all of the requirement in the Latrobe Service Area could be satisfied with water from the South Fork of the American River, through an extension of the conveyance and distribution sys- tem serving the Plaeerville Service Area. The remaining flow of the Cosumnes River could be regulated in the proposed Nashville Reservoir, lo- cated on the main stream about one-half mile below the junction of the North and Middle Forks. How- ever, since the amount of the remaining yield of wa- ter in the Cosumnes River would not be sufficient to satisfy the probable ultimate requirements of the La- guna, lone, and Arroyo Seco Service Areas, it would be necessary to augment natural inflow to Nashville Reservoir by importing surplus water from the South Fork of the American River. This import could be released through Sly Park Reservoir. A canal would convey water from Nashville Reservoir into Amador County, for distribution by gravity to points of use in the lone, Laguna. and Arroyo Seco Service Areas. On the basis of the foregoing discussion, it is indi- cated that the potential water supply available in the Cosumnes River is inadequate to satisfy probable ulti- mate water requirements in the mountain and foothill service areas for which it is a natural source of supply. However, sufficient supplemental water could be im- ported from the South Fork of the American River to augment the local supplies and meet the ultimate requirements. Under such a plan of water develop- ment and utilization, little or no potential yield would remain for development in the Cosumnes River for possible utilization in the San Joaquin Area. Dry Creek. The mean seasonal runoff of Dry Creek at the old gaging station near lone is estimated to be about 100,000 acre-feet. Reservoir yield studies indicate that the dependable water supply which could be practicably developed from the stream is about 45,000 acre-feet per season. Diy Creek is considered to be a natural source of water supply for the pre- viously described lone, Laguna, and Arroyo Seco Service Areas, and for the Jackson Service Area in Amador County as well. The probable ultimate mean seasonal water requirement of the Jackson Service Area is estimated to be about 22,000 acre-feet. The runoff of Dry Creek probably could be con- trolled most practicably by construction of a dam and reservoir at the lone site, located on the main stream about one mile west of the Amador county boundary. Potential storage capacity at this site, with a dam 150 feet in height, exceeds 1,000,000 acre-feet, far more than would be necessary to control the runoff of Dry Creek. However, it would be possible to store spill from the proposed Nashville Reservoir on the Co- sumnes River in lone Reservoir, and surplus water from the Mokelumne River could be diverted to lone by means of the Jackson Creek spillway of the existing Pardee Reservoir. In this way, storage capacity required for flood control on the Mokelumne River could be transferred to lone Reservoir. Stream bed elevation at the lone dam site is only about 160 feet. For this reason, water from lone Reservoir could be delivered by gravity only to the extreme westerly portions of the Laguna and Arroyo Seco Service Areas, and to the northern part of the San Joaquin Area. Possible upstream development on Dry Creek con- sists of a dam and reservoir at the Irish Dill site, on Dry Creek about 3.5 miles due north of lone, with a diversion from Sutter Creek to the Irish Hill site. The Irish Hill Reservoir could serve as a regulator for diversions from the proposed Nashville Reservoir on the Cosumnes River, and could develop the natural runoff of Dry Creek for use in the lone Service Area. On the basis of the foregoing discussion, it is indi- cated that the potential water supply available in Dry Creek is inadequate to satisfy probable ultimate water requirements in the mountain and foothill service 86 SAX JOAQUIN COUNTY INVESTIGATION areas for which it is a natural source of supply. Furthermore, the probable ultimate water require- ments of the lone, Laguna, and Arroyo Seeo Service Areas could be most practicably satisfied by water developed from the Cosumnes and American Rivers, as described in the preceding section. The probable ultimate water requirement of the Jackson Service Area could be met by water developed on Sutter Creek, augmented by imports of water from the Mo- kelumne River through the Amador Canal. Under such a plan of water development and utilization, a moderate amount of potential yield would remain for development in Dry Creek for possible utilization in the San Joaquin Area. Mokelumne River. The mean seasonal runoff of the Mokelumne River near Clements is estimated to be about 780,000 acre-feet. Reservoir yield studies indicate that the maximum practicable development of the stream would produce a dependable seasonal water supply of about 550,000 acre-feet, or slightly more than 70 per cent of the mean seasonal runoff. The Mokelumne River is now subject to heavy drafts of water for irrigation, municipal, and hydroelectric power purposes. Measured and estimated seasonal diversions of water from the Mokelumne River from 1948-49 through 1951-52 are shown in the following tabulation. Quantity, in acre-feet Diversions by 1<)!,8-1,9 191,9-50 1950-51 1951-52 East Bay Municipal Utility District 128,000 114,000 93.800 102,800 Woodbridge Irrigation Dis- trict _ 132,200 147,700 11S,000 124,900 Riparian and appropriative divertors below Pardee Reservoir* . 14,600 14,600 14,600 14,600 Releases from Pardee Reser- voir for ground water storage, and channel losses * 24,300 24,300 24.300 24,300 Pacific Gas and Electric Company. Amador Canal 6,400 7,000 6.200 5,600 Calaveras Public Utility Dis- trict 5,200 5,700 5,800 6,300 TOTALS _ _ 309,700 312,300 261,700 277,500 * Estimates obtained from East Bay Municipal Utility District. Studies conducted to determine the safe seasonal yield of water from existing works on the Mokelumne River indicate that about 405,000 acre-feet could be developed by such works. A summary of the yield study for existing works, less the seasonal entitlement of 24,000 acre-feet of water required by Pacific Gas and Electric Company for its Amador Canal and the Calaveras Public Utility District, is presented in Appendix J. The present entitlement of the East Bay Municipal Utility District to divert water from the Mokelumne River provides for a continuous diversion of 310 second-feet, equivalent to about 224,000 acre- I'eet per season. Had the utility district diverted the full amount of its right in 1949-50, and had other diversions remained the same as for that season, the shortage in developed supply would have amounted to about 17,000 acre-feet. The development of new water supplies for munic- ipal purposes from the Mokelumne River is under con- sideration by the East Bay Municipal Utility District. Tentative plans call for the construction of three new dams and reservoirs, as follows: Gross storage capacity. Reservoir Stream in acre-feet Middle Bar Main stream 46,500 Railroad Flat___South Fork 80,000 Camanche Main stream 212.0(10 In addition, the storage capacity of Pardee Reservoir would be increased by about 17.000 acre-feet through the installation of spillway gates at Pardee Dam. In connection with these plans, the district has filed an application with the Division of Water Resources to appropriate water, providing for an additional diversion of 140,000 acre-feet each season, over and above the amount of its present right. The Mokelumne River is considered to be a natural source of supply for certain mountain and foothill water service areas in Calaveras, Amador, and San Joaquin Counties. Although it would be physically possible to deliver water from the Mokelumne River to the Volcano, lone, and Arroyo Seco Service Areas, preliminary studies indicate that it would probably be more feasible to serve these areas as heretofore described. As mentioned in the preceding section, the Jackson Service Area could utilize the supply made available by the Amador Canal and by development of Sutter Creek. Those mountain and foothill service areas in Calaveras and San Joaquin Counties which most practicably could be supplied with water from the Mokelumne River are listed in the following tabu- lation. Estimated ultimate mean seasonal icater require- 8 er vice Area County merits, in acre-feet West Point Calaveras 6,000 Mokelumne Calaveras 31,000 Bear Creek San Joaquin 75,000 TOTAL 112,000 The Mokelumne River is considered to be the most practicable source of water supply for the "West Point Service Area. Construction of Bear Creek Dam and Reservoir on Bear Creek, a tributary of the Middle Fork of the Mokelumne River, with natural inflow augmented by a diversion from Forest Creek, would satisfy the probable ultimate requirements of the service area. Water for the Mokelumne Service Area could be developed from the South and Middle Forks of the Mokelumne River. For this purpose, a dam and reser- voir could be constructed at the Railroad Flat site on the South Fork, and deliverv of water from this PLANS FOR WATER DEVELOPMENT 87 source to the service area could be accomplished by enlarging and extending the existing Mokelumne Hill Ditch of the Calaveras Public Utility District. Inflow to Railroad Flat Reservoir could be augmented by releases of stored water from the existing Schaad Reservoir on the Middle Fork of the Mokelumne River, plus downstream diversion of unregulated flows from the Middle Fork through the existing ditch of the Calaveras Public Utility District, which would be enlarged for this purpose. The proposed Railroad Flat Reservoir could not serve all lands in the Mokel- umne Service Area by gravity. However, those lands situated above the elevation of the reservoir outlet could be served by a smaller reservoir that would be created by construction of a dam at the McCarty site on the North Fork of the Calaveras River. The natural inflow at the McCarty site is small, but additional water could be brought from the South Fork of the Mokelumne River for regulation in McCarty Reser- voir, augmented by water from the North Fork of the Stanislaus River, the diversion being accomplished by enlargement of the Old Clark Ditch. The Bear Creek Service Area could be supplied by a pump lift of water from the proposed Camanche Reservoir, below Pardee Reservoir on the Mokelumne River, to satisfy its probable ultimate requirement. The Mokelumne River, however, is not the only prac- ticable source of water supply for the Bear Creek Service Area. AVater could be delivered to this area, in an amount sufficient to meet only a portion of its probable ultimate requirement, from the proposed New Hogan Reservoir on the Calaveras River. This possibility is described in more detail in subsequent discussion of the Calaveras River. It also could be supplied by a pump lift of water from the American River carried in the proposed Folsom South Canal. One or more of these alternatives could provide suffi- cient water to meet probable ultimate requirements of the Bear Creek Service Area. On the basis of the foregoing discussion, it is indi- cated that the potential undeveloped water supply available in the Mokelumne River could satisfy the estimated ultimate water requirements of mountain and foothill service areas for which it is a natural source of supply. However, under such development and utilization of the water, little or no new water would remain for the San Joaquin Area, or for export to the San Francisco Bay Area, and adjustments would probably be required with present downstream users of Mokelumne River water. Calaveras River. The mean seasonal runoff of the Calaveras River at Jenny Lind is estimated to be about 199,000 acre-feet. Reservoir yield studies indi- cate that the safe seasonal yield of the stream, under conditions of maximum practicable storage develop- ment, would be about 100,000 acre-feet. Present use of water from the Calaveras River in the upper basin above Bellota is small. However, diversions down- stream from Bellota have increased substantially in recent years, through utilization of the limited con- servation storage capacity available in Hogan Reser- voir. The Calaveras River is considered to be a natural source of water supply for certain mountain and foot- hill water service areas in Calaveras County. Unfor- tunately, however, there is little opportunity to develop an appreciable water supply above Hogan Reservoir, because the river heads from eight branches in the upper basin and the runoff in each is small. The possibility of constructing a dam and reseiwoir on the North Fork of the Calaveras River at the McCarty site for the benefit of the Mokelumne Service Area in Calaveras County has been mentioned previ- ously. The major part of the inflow to this reservoir would come from the South Fork of the Mokelumne Biver, and the yield developed from flow of the Cala- veras River would be small. The only other development of the Calaveras River above Hogan Reservoir under consideration at present would involve the construction of a dam and reservoir on San Domingo Creek about two miles northwest of Murphys. Inflow to the San Domingo Reservoir could be increased by a diversion and conduit from San Antonio Creek. The water supply developed could be used to satisfy a part of the ultimate water require- ment in the Stanislaus and Bear Mountain Service Areas, estimated to be about 64,000 acre-feet per season. The remainder of the water required for these areas would have to be imported from the Stanislaus River. Tentative plans for development of the Stanis- laus River for the benefit of service areas in Calaveras County are described in subsequent discussion. On the basis of studies completed to date, it appears that the most feasible way to develop the Calaveras River would be through construction of the proposed New Hogan Reservoir, which has already been author- ized as a federal project to be constructed by the Corps of Engineers, United States Army. Funds have not been authorized for its construction to date. Water from New Hogan Reservoir could be delivered to the Bear Creek Service Area, as previously men- tioned, and to the Hogan Service Area, which has an estimated ultimate seasonal requirement for water of about 48,000 acre-feet. Virtually all of the new yield produced by New Hogan Reservoir could be used in the Hogan Service Area. On the basis of the foregoing discussion, it is indi- cated that the potential new water supply which could be practicably developed from the Calaveras River is inadequate to supply probable ultimate water require- ments in the mountain and foothill service areas for which it is a natural source of supply. However, suffi- cient supplemental water probably could be imported from the Stanislaus River to augment the local supply Hogan Dam on Calaveras River PLANS FOR WATER DEVELOPMENT 89 and meet the ultimate requirements. Under such a plan of water development and utilization, little or no potential yield would remain for development in the Calaveras River for possible utilization in the San Joaquin Area. Stanislaus River. The mean seasonal runoff of the Stanislaus River at Knights Ferry is estimated to be about 1,210,000 acre-feet. Reservoir yield studies indicate that the seasonal yield of the stream, under conditions of maximum practicable storage develop- ment, would be about 840,000 acre-feet. It is estimated that almost 50 per cent of this potential yield is devel- oped by existing reservoirs on the river. The principal water users are the Oakdale and South San Joaquin Irrigation Districts, in 1950-51 these districts diverted about 424.000 acre-feet of water from the Stanislaus River for the irrigation of about 121,000 acres of land. The only diversions of significance in the upper basin are made through the Utiea and Tuolumne Canals of the Pacific Gas and Electric Company. The Utica Canal conveys water from the North Fork of the Stanislaus River into Calaveras County for irrigation, domestic, and hydroelectric power purposes. However, most of the water diverted returns to the Stanislaus River after delivery through the Angels Power House, and it is estimated that less than 5,000 acre-feet per season are consumptively used in Calaveras County. The Tuolumne Canal diverts water from the South Fork of the Stanislaus River for irrigation, do- mestic, and hydroelectric power purposes in Tuolumne County. None of the water so diverted returns to the Stanislaus River. The Oakdale and South San Joaquin Irrigation Dis- tricts have estimated their probable ultimate gross diversion requirement from the Stanislaus River to be about 511,000 acre-feet per season, considerably more water than the existing storage system will develop on a dependable basis. In order to assure the avail- ability of a dependable water supply in this amount, the districts are initiating the construction of dams and reservoirs at the Donnells and Beardsley sites on the Middle Fork of the Stanislaus River. Construction of a dam and reservoir at the Tulloch site on the main stream below Melones Reservoir is proposed later by the districts. Releases from the new Donnells Reser- voir will be conveyed through a tunnel to the pro- posed Donnells Power Plant, and thence to the new Beardsley Reservoir. Power plants will also be constructed below Beardsley and Tulloch Reservoirs. The water rights necessary for this so-called "Tri- Dam Project" are covered by permits recently issued to the districts by the Division of Water Resources. The additional storage capacity provided by the project should assure a dependable water supply suffi- cient to satisfy the ultimate requirements of the dis- tricts. The Stanislaus River is considered to be a natural source of water supply for certain mountain and foot- hill service areas in Calaveras and Tuolumne Coun- ties. Additional water could be developed from the North Fork of the Stanislaus River for delivery to service areas in Calaveras County, and from the South and Middle Forks for delivery to service areas in Tuol- umne County. The projects under consideration for Calaveras County have no direct physical relation to those which would serve Tuolumne County. Service areas in Calaveras County which could be practicably supplied with water from the North Fork of the Stanislaus River are listed in the following tabulation, together with their estimated ultimate water requirements. It should be noted that about 30 per cent of the Rock Creek Service Area is in Stanis- laus County. Estimated ultimate mean seasonal water require- Service Lrea County ments, in acre-feet Stanislaus Calaveras 26,000 Calaveras Calaveras _. 31,000 Bear Mountain__Calaveras 38,000 Rock Creek Calaveras 12,000 TOTAL 107,000 Tentative plans for the development of additional water from the North Fork of the Stanislaus River for use in Calaveras County would involve the construc- tion of dams and reservoirs at the Spicers Meadow site on Highland Creek, at the Ganns and Ramsey sites on the North Fork, at the Beaver Creek site on Beaver Creek, and at the Griswold site on Griswold Creek. Water could be diverted from Ganns and Ramsey Reservoirs and released into tributaries of the Calaveras River for rediversion to points of use in the Calaveras Service Area. Releases of water from all of the cited reservoirs could be diverted to points of use in the Stanislaus Service Area by means of the Utica Canal, which could be enlarged to handle the increased flow. Re-regulation of these inflows could be provided in the proposed San Domingo Reservoir on San Domingo Creek, and a new conduit could convey water from San Domingo Reservoir to the Bear Mountain and Rock Creek Service Areas. Plans for the development of hydroelectric power in con- junction with the proposed reservoirs are under consideration. Yield of the reservoirs would be suffi- cient to meet the probable ultimate water require- ments of the Stanislaus, Calaveras, Bear Mountain, and Rock Creek Service Areas. However, operation of the reservoirs for this purpose would probably require substantial adjustment with present down- stream users of Stanislaus River water. As a result of an agreement executed in 1951 between the Oakdale and South San Joaquin Irriga- tion Districts and the Calaveras County Water Dis- trict, the irrigation districts agreed that they would not object to the assignment by the State Depart- Melones Dam on Stanislaus River, Spilling Melones Dam on Stanislaus River, Nearly Empty PLANS FOR WATER DEVELOPMENT 91 ment of Finance to the Calaveras Comity Water Dis- trict of all its rights under that certain application to appropriate unappropriated water numbered 5648, insofar as that application pertains to water from the North Fork of the Stanislaus River and its tribu- taries. State Department of Finance Application No. 5648 provides for 65,000 acre-feet of storage capacity at Spicers Meadow, 30,000 acre-feet of storage ca- pacity at Ramsey, and a diversion at the rate of 975 second-feet from the North Fork of the Stanislaus River. The exercise of present rights on the North Fork of the Stanislaus River, with proper re-regulation of diversions, would yield aboiit 50,000 acre-feet of water seasonally in Calaveras County. Further development of surplus waters in the North Fork by constructing 62,000 acre-feet of storage capacity at Spicers Meadow and 32.000 acre-feet at Ramsey would yield about 53,000 acre-feet of water per season, oA r er and above the yield which can be obtained under present rights. Service areas in Tuolumne County which could be practicably supplied with water from the South Fork of the Stanislaus River are listed in the following tabulation, together with their estimated ultimate water requirements. It is pointed out that a small part of the Keystone Service Area is in Stanislaus County. Esiimated ultimate mean, seasonal water require- Service Area Count// menta, in acre-feet Lyons Tuolumne 12,000 Phoenix Tuolumne 36,000 Keystone Tuolumne 24.000 TOTAL __. 72,000 Plans under consideration for the development of additional water from the South Fork of tha Stanis- laus River for use in Tuolumne County would involve the construction of a dam and reservoir at the Big dam site, located about six miles upstream from the existing Strawberry Reservoir, and enlargement of the existing Lyons Reservoir by construction of a new clam just downstream from the existing structure. The existing Tuolumne Canal could be enlarged to handle the increased diversions. The Lyons Service Area could be served directly from the Tuolumne Canal, and the remaining water could be re-regulated in an enlarged Phoenix Reservoir, on Sullivan Creek, for rediversion to points of use in the Phoenix and Key- stone Service Areas. As a result of an agreement executed in 1951 be- tween the Oakdah' and South San Joaquin Irrigation Districts and Tuolumne County Water District No. 2, the latter district may divert certain quantities of water from the Middle and South Forks of the Stanislaus River for conveyance to points of use in Tuolumne County. The agreement provides that Tuolumne County Water District No. 2 may divert Middle Fork water from the proposed Don- nells Conduit of the Tri-Dam Project for conveyance to the South Fork of the Stanislaus River. The right to divert this water is limited to such times as Beards- ley Reservoir is spilling, and the maximum allowable diversion is 600 acre-feet per day at a maximum rate of 600 second-feet. Any diversions of water accom- plished under this agreement would be conveyed to the South Fork of the Stanislaus River by means of a new conduit, and would be re-diverted to points of use in the Lyons, Phoenix, and Keystone Service Areas by means of an enlarged Tuolumne Canal. The agreement provides that the water so diverted shall lie under Application No. 5648 of the Department of Finance insofar as it relates to water of the Middle Fork of the Stanislaus River. With a diversion lim- ited to 600 acre-feet per day, and with 65,000 acre- feet of regulatory storage capacity provided in Lyons Reservoir on the South Fork of the Stanislaus River, about 25,000 acre-feet of new water per season would be provided at Lyons Dam. The agreement also pro- vides that the irrigation districts agree and consent to Department of Finance Application No. 5649 for appropriation of water, filed with the Department of Public Works, being assigned to Tuolumne County Water District No. 2, insofar as it relates to waters of the South Fork of the Stanislaus River. State Department of Finance Application No. 5649 pro- vides for 59,000 acre-feet of storage capacity at three sites on the South Fork of the Stanislaus River, including the Lyons site, and direct diversion at the Lyons site at the rate of 600 second-feet. Conservation of surplus water in the South Fork of the Stanislaus River by construction of an enlarged Lyons Reser- voir, with an additional storage capacity of 59,000 acre-feet, would provide a new irrigation yield of about 26,000 acre-feet seasonally. Full utilization of the water of the South Fork of the Stanislaus River awarded in the Stanislaus River Decree for use through the Tuolumne Ditch System. and re-regulation of the releases of water from the Phoenix Power Plant in a reservoir of about 18,000 aoc-foot storage capacity on Sullivan Creek, would yield about 30,000 acre-feet of water seasonally. Yield of water from the works described in this and the preceding paragraph would be sufficient to satisfy the probable ultimate requirements of the Lyons, Phoenix, and Keystone Service Areas. The development of the Tri-Dam Project, and of any other of the described possible projects which might be constructed for the benefit of Calaveras and Tuolumne Counties, would result in a relatively high degree of regulation of the Stanislaus River. The most feasible possibility for further development probably would be the proposed New Melones Reservoir. The potential storage capacity of this reservoir, which would be formed by building a new dam a short dis- 92 SAN JOAQUIN COUNTY INVESTIGATION t;i nee downstream from the existing Melones Dam, is Twelve possible plans of works for initial eonstruc- more than 1,000,000 aere-feet. Although the yield in tion winch could provide supplemental water to the new water would not be large in comparison to stor- several units of the San Joaquin Area were consid- age capacity of the reservoir, the project would pro- ered, and are described in some detail in this section, vide substantial flood control benefits. For ready reference, the present and probable ulti- On the basis of the foregoing discussion, it is indi- mate requirements for supplemental water in the San eated that the potential undeveloped water supply Joaquin Area are recapitulated m the following tab- available in the Stanislaus River could satisfy the ulation: ,.,-,,,. . p Supplemental seasonal water estimated ultimate water requirements of mountain requirement, in acre-feet and foothill service areas for which it is a natural Probable source of supply, if augmented by additional water Prevent ultimate developed on the Calaveras River. Under such a plan Wj£? Motets SSt I 28,500 iSS of development and utilization of the water, a mod- Calaveras Unit is.400 51,800 erate amount of potential yield would remain for Littlejohns Unit _ . .to.500 169,600 development in the Stanislaus River for possible utili- TOTALS - _ 07.400 382,200 zation in the San Joaquin Area. However, with such maximum upstream water use, adjustment would Delta-Mokelumne River Diversion Project probably be required with present downstream users A satisfactory site for pumped diversion of surplus of the Stanislaus River water. water f rom the Sacramento-San Joaquin Delta for the benefit of the Western and Eastern Mokelumne Units PLANS FOR INITIAL LOCAL DEVELOPMENT exists on a branch of Sycamore Slough, a tributary to _ „...,,!-,-, „ the South Fork of the Mokelumne River. The site Possible plans for initial local development of sup- gelected for cogt estimati piirposes is at a point plemental water supplies for the San Joaquin Area, about g g m[ ^ dup we _ f of Woodbridge . together with cost estimates, are described in this „ T , .. . , . ,, _ ,. _. . „ „ „ ,, , Water available m the Sacramento-San -Joaquin section. Design of features of the plans was neces- -. ,, , , . „ ,, ~ \ j ., „ ,. • , • ., j. Delta, over and above requirements of the Central sarilv of a preliminarv nature and primanlv tor cost . ^ . , . ,. ' , , . ., , . ,. , . Valiev Project and other established rights and com- estnnating purposes. More detailed investigation, ™- ++ uu &?■!.* + , . . , t , • -, • t i mitments, would be insufficient to meet requirements which would be required in order to prepare plans in thp Wegtern &nd Bagtem Mokelumne Tj nits in some and specifications, might result m designs differing monthg dnr[ng th(J irrigation season of certain dry in detail from those presented m this bulletin. How- years Sueh shortages would have occurred in 11 ever, it is believed that such changes would not be years during the 2 5-year period from 1927 through signnca 1951. However, a firm water supply could be obtained Capital costs of dams, reservoirs, diversion works, in the Delta either from the Feather River or Folsom conduits, pumping plants, power plants, and appur- Projects. tenances, included in the considered conservation, Under this project, water diverted from the Delta conveyance, and distribution systems, were estimated would be conveyed in a canal due east to a point near from preliminary designs based largely on data from Woodbridge, where it would be discharged into the surveys made during the current investigation. Ap- existing conveyance and distribution system of the proximate construction quantities were estimated Woodbridge Irrigation District, for use in the service from these preliminary designs. Unit prices of con- area of the district in the Western Mokelumne Unit, struction items were determined from recent bid data In exchange, an equal amount of water would be di- on projects similar to those in question and from verted from the Mokelumne River, one-half of which manufacturers' cost lists, and are considered repre- would be pumped from a point near Clements to serve sentative of prices prevailing in April, 1953. The esti- irrigable lands lying south of the river, and the other mates of capital cost include costs of rights of way half of which would be pumped from the river at a and construction, and interest during one-half of the point near Lockeford to serve irrigable lands lying estimated construction period at both 3 and 4 per north of th e river. The lands that would be so served cent per annum, plus 10 per cent for engineering, and | ie in the Eastern Mokelumne Unit. This plan is here- ..r- * o .. inafter referred to as the "Delta-Mokelumne River 15 per cent ot construction costs tor contingencies. ^. . _. . J „ n . . . , „ _ . „ , . . -. . A ,, Diversion Project, and its principal features are Estimates or annual costs include interest on the , ■ 4 a n. im u n' • >> <e 90 feet, with maximum water surface elevation of about 35 feet. Design of works for distribution of water from the canal was considered to be outside the scope jf the current investigation. Summary of General Features of Delta-Mokelumne River Diversion Project. Pertinent data with re- spect to general features of the Delta-Mokelumne River Diversion Project, as designed for cost estimat- ing purposes, are presented in Table 43. I Capital cost of the Delta-Mokelumne River Diver- sion Project, on a 3 per cent interest basis and with prices prevailing in April, 1953, was estimated to be ibout $1,784,000, and corresponding annual costs vere estimated to be about $191,000. Resultant esti- mated average unit cost of the 60,000 acre-feet of new rrigation yield per season was about $3.20 per acre- :'oot, not including costs for firming up the diverted supply from the Delta with water from the Feather piver or Folsom Projects. On a 4 per cent interest )asis the unit cost of new irrigation yield per season vas about $3.40 per acre-foot. TABLE 43 GENERAL FEATURES OF DELTA-MOKELUMNE RIVER DIVERSION PROJECT Pumping Plants Delta Diversion Pumps — 5 vertical, axial-flow, 45 second-foot capacity each 1 vertical, axial-flow, 28 second-foot capacity Estimated minimum water surface elevation at end of extension of Syca- more Slough — Minus 1.0 foot Discharge elevation — 42.5 feet Estimated maximum pumping head — 46 feet Installed pumping capacity — 253 second-feet Estimated maximum monthly demand — 213 second-feet Estimated gross seasonal diversion — 60,000 acre-feet Motors — 5 all-weather type, 300-horsepower each 1 all-weather type, 200-horsepower Pump support — Concrete piers, with steel ring girders Pumping sump — Reinforced concrete, 10 feet by 60 feet, 10 feet in depth, equipped with trash racks Clements Diversion Pumps — 3 vertical, axial-flow, 45 second-foot capacity each Estimated minimum water surface elevation at end of enlarged slough of Mokelumne River — 79 feet Discharge elevation — 141 feet Estimated maximum pumping head — 70 feet Installed pumping capacity — 135 second-feet Estimated maximum monthly demand — 106 second-feet Estimated gross seasonal diversion — 30,000 acre-feet Motors — 3 all-weather type, 400-horsepower each Pump support — Concrete piers, with steel ring girders Pumping sump — Reinforced concrete, 10 feet by 15 feet, 10 feet in depth, ei i nipped with trash racks Sand trap — Reinforced concrete, 25 feet by 30 feet, 11 feet in depth, equipped with baffles and sluice gates Loekeford Diversion Pumps — 3 vertical, axial-flow, 45 second-foot capacity each Estimated minimum water surface elevation in Mokelumne River — 58 feet I lischarge elevation — 100 feet Estimated maximum pumping head — 45 feet Installed pumping capacity — 135 second-feet Estimated maximum monthly demand — 106 second-feet Estimated gross seasonal diversion — 30,000 acre-feet Motors — 3 all-weather type, 250-horsepower each Pump support — Concrete piers with steel ring girders Pumping sump — Reinforced concrete, 12 feet by 20 feet, 8 feet in depth, equipped with trash racks Sand trap — Reinforced concrete, 20 feet by 20 feet, 10 feet in depth, equipped with baffles and sluice gates Conveyance System Delta Clements Loekeford Diversion Diversion Di version Type Trape- Trape- Trape- Trape- Trape- zoidal, zoidal, zoidal, zoidal, zoidal, unlined concrete- unlined concrete- concrete- lined lined lined Length, in miles. 2.5 3.0 0.4 0.4 3.6 Side slopes 2:1 1.5:1 2:1 1.5:1 1.5:1 Bottom width, in feet 5.0 10.0 3.0 3.0 5.0 Depth, in feet variable, 6.7to 11.7 6.5 5.8 5.3 4.9 Freeboard, in feet variable 1.0 1.0 1.0 1.0 Slope, in feet per mile 1.1 1.4 3.2 4.0 1.5 Velocity, in feet per second 2.0 3.5 2.5 4.5 3.0 Capacity, in second-feet 250 250 125 125 125 Estimated capital and annual costs of the Delta- Mokelumne River Diversion Project on a 3 per cent interest basis are summarized in the following tabu- lation. Detailed cost estimates are presented in Appendix L. 96 SAX JOAQUIN COUNTY INVESTIGATION Estimated Cost s that present riparian and appropriative rights down- Delta Diversion Capital Annual stream from Pardee Reservoir would be met as would oSSSS^SUS" Soil InS river losses betwee * the reser ™ ir a » d Woodbridge Diversion Dam, and that the variable seasonal diver- Subtotals ._ $1,133,000 $102,000 s ion made by the Woodbridge Irrigation District Clements Diversion would amount to a maximum of about 149,000 acre- CoTv^e^stem-: ^gffiS 1$ feet > ba f d °» a maxim ™ diversion capacity of 450 second-feet and the irrigation demand schedule set Subtotals $206,000 $46,000 forth in Table 39. The studies indicated that from Lockeford Diversion April through October, during the period from 1924 oSSSJS^" SSooo $ fi;2SS thro ^ h ^ sur P lus water w ™ ld be available ^y in 1 month for 3 years, available 2 months for 2 Subtotals $445,000 $43,000 years, available 3 months for 14 years, and available TOTALS « x ~ 84 00 J" $191 ooo ni ^ montns f° r 3 years. The studies further indicated that no surplus water would be available for diver- Mokelumne River Project sion for 6 years. In no year during the period would Satisfactory sites for pumped diversion of surplus ^ r P lus water be available bl Au gust, September, and water from the Mokelumne River, for benefit of the October. Eastern Mokelumne Unit, exist at points near Clem- Tbe y ield of the Mokelumne River Project was allo- ents and near Lockeford to serve lands lying south cated equally as between the two service areas, for and north, respectively, of the Mokelumne River. purposes of this study. Lands south of the Mokelumne Under this project water would be pumped from the River would be supplied an average of 15,500 acre- Mokelumne River at the Clement site, and conveyed feet of new water P er season b ^ the Clements Diver, to the area south of the river bv means of a partially sion > while lands nortb of tbe river would be served lined canal extending southerly to and discharging an average of 15,500 acre-feet by the Lockeford Diver- into Bear Creek. Water pumped from the Mokelumne sion - Percolation losses in the unlined canals of the River at the Lockeford site would be conveyed in a Clements Diversion were estimated to be 25 per cent, canal terminating in Section 11, Township 4 North, leaving some 11,200 acre-feet of water per season for Range 7 East, M. D. B. & M. Lands served would be application to irrigated lands. Losses in the lined furnished water by gravity enroute. This plan is canals of the Lockeford Diversion were considered hereinafter referred to as the "Mokelumne River negligible. The capacities of pumping plants and Project," and its principal features are designated eanals for the Clements and Lockeford Diversions "Clements Diversion" and "Lockeford Diversion." were base d on the estimated continuous monthly di- These features are shown on Plate 17, which shows version of 7,500 acre-feet each, if available, or a con- the principal features of the Delta-Mokelumne River tinuous flow equivalent of 125 second-feet. However, Diversion Project. ^ ne diversions were designed with total capacities of The Mokelumne River Project was designed to pro- 135 second-feet each, in order to provide additional vide a total seasonal diversion of 31,000 acre-feet of capacity for short-term peaking in excess of the aver- supplemental water, which would more than meet a S e monthly rate. the present supplemental water requirement of the Based on a seasonal irrigation application of 3.0 Eastern Mokelumne Unit. Studies indicate that in acre-feet per acre, the new water supply could serve order to divert an average of about 31,000 acre-feet an average of 3,700 and 5,000 acres south and north of surplus water seasonally from the Mokelumne of the Mokelumne River, respectively. Furthermore, River, a rate of diversion of 250 second-feet, when based on an estimated seasonal consumption of ap- available, would be required from April through plied water of 1.6 acre-feet per acre, percolation of October. A summary of the yield study made for the the unconsumed portion of applied water, plus canal project is given in Appendix K. percolation losses, would augment ground water sup- The determination of the amount of surplus water plies by an average of some 9,600 acre-feet and 7,500 available in the Mokelumne River was based on the acre-feet per season in the areas south and north of assumptions that full seasonal diversions under pres- th e river respectively. ent entitlements would be made by the Calaveras m , -,, , T , » , n. , ■ , ~ , ,. TTi . r , t-.. , . , ., -n •£ /^ , t-,1 • The Clements and Lockeford Diversions, which Public Utilitv District, the Pacific Gas and Electric . n , ,, _, ,_. ' Company through the Amador Canal, and the East would serve the areas in the Eastern Mokelumn l Bav Municipal Utility District, in the amounts of Umt soutb and north of tbe Mokelumne River, have 9,000 acre-feet, 15,000 acre-feet, and 224,000 acre- been described in detail for the Delta-Mokelumne feet, respectively. It was assumed further that Pardee Diversion Project in a previous section. Since the Reservoir would be operated in the manner presently described features, sizes and locations of pumping proposed by the East Bay Municipal Utility District, plants, and routes of canals, are the same for the PLANS FOR WATER DEVELOPMENT 97 tlokelumne River Project, they are not described in letail again. Capital cost of the Mokelumne River Project, on a ! per cent interest basis, and with prices prevailing a April, 1953, was estimated to be about $651,000, nd corresponding annual costs were estimated to be bout $64,000. The resultant estimated average unit ost of the average of 31,000 acre-feet of new irriga- ion water per season was about $2.10 per acre-foot. )n a 4 per cent interest basis, the unit cost of new rater per season was about $2.20 per acre-foot. The oregoing estimates of costs do not include costs of aterals, turnouts, and other facilities, required to eliver the water to areas of use, nor do they include osts of standby ground water pumping wells. Under he Mokelumne River Project, a duplicate surface istribution system and ground water well system i'ould be required, since in all years no surplus water rould be available for diversion from the Mokelumne Jiver during every month of the irrigation season. Should water users in the Eastern Mokelumne Unit lect to also irrigate their lands during the nonirriga- ion season, or acquire lands suitable for spreading f water for ground water replenishment during the lonirrigation season, additional new water could be lade available from surplus flows in the Mokelumne fiver. Estimated capital and annual costs of the Mokel- imne River Project on a 3 per cent interest basis are ummarized in the following tabulation. Detailed cost stimates are presented in Appendix L under the )elta-Mokelumne River Diversion Project, modified, owever, for differences in annual pumping energy harges. Estimated Coats Clements Diversion Capital At,1>,ual Pumping plant _ .$144,000 $27,000 Conveyance system _ 62,000 3.000 Subtotals $206,000 $30,000 Lockeford Diversion Pumping plant $99,000 $19,000 Conveyance system _ 346.000 15,000 Subtotals — $445,000 $34,000 TOTALS $651,000 $64,000 Aehrten Project Construction of a dam and reservoir on the Mokel- mne River at the Mehrten site, with appropriate ownstream diversion and conveyance facilities, •ould provide new irrigation yield to meet a portion f the estimated present supplemental requirement l the Eastern Mokelumne Unit. Use of the new water apply would also reduce progressive lowering of pound water levels in the areas served. The Mehrten ite is located about 3.5 miles upstream from Clem- tits, in Section 6, Township 4 North, Range 9 East, L D. B. & M. The proposed Mehrten Dam would be 4—19144 an earthfill structure, with a circular ogee weir spill- way. Stream bed elevation at the dam site is about 85 feet. Flood waters of the Mokelumne River, con- served by the reservoir and released on a demand schedule during the irrigation season, would be avail- able downstream for diversion and conveyance to service areas south and north of the Mokelumne River, by the Clements Diversion and the Lockeford Diver- sion, respectively. This plan is hereinafter referred to as the "Mehrten Project," and its principal features are delineated on Plate 18, entitled "Mehrten Project." The North San Joaquin Water Conserva- tion District has made application to the State Engi- neer to appropriate Mokelumne River water, by con- struction of a dam and reservoir at the Mehrten site, and conveyance of the conserved water to the Eastern Mokelumne Unit for irrigation, domestic, municipal, recreational, and industrial purposes. It was estimated that mean seasonal natural runoff of the Mokelumne River, from the approximately 625 square miles above the Mehrten dam site, is about 780,000 acre-feet. Based upon yield studies during the critical dry period which occurred from 1927-28 through 1934-35, together with topography of the dam site and cost analyses hereinafter discussed, a reser- voir of 50,000 acre-foot storage capacity, with esti- mated new seasonal irrigation yield of 13,700 acre- feet, was chosen for purposes of cost estimates to be presented in this bulletin. The yield study for this size reservoir is included in Appendix K. The yield of the Mehrten Project was allocated equally as between the two service areas, for pur- poses of this study. Lands south of the Mokelumne River would be served 6,800 acre-feet of new water per season by the Clements Diversion, while lands north of the river would be served 6,900 acre-feet by the Lockeford Diversion. Percolation losses in the tin- lined canals of the Clements Diversion were estimated to be 25 per cent, leaving some 5,100 acre-feet of water per season for application to irrigated lands. Losses in the lined canals of the Lockeford Diversion were considered negligible. The capacities of pumping plants and canals for the Clements and Lockeford Diversions were based on the estimated maximum monthly diversion of 1,440 acre-feet of water during July. The continuous flow equivalent of this diversion would be 24 second-feet. Based on a seasonal irrigation application of 3.0 acre-feet per acre, the new water supply could serve 1,700 acres and 2,300 acres south and north of the Mokelumne River, respectively. Furthermore, based on an estimated seasonal consumption of applied water of 1.6 acre-feet per acre, percolation of the tin- consumed portion of applied irrigation water, plus canal percolation losses, would augment ground water supplies by some 4,100 acre-feet and 3,200 acre-feet in the areas south and north of the river, respectively. !»S SAN JOAQFIX COUNTY INVESTIGATION A topographic survey of the Mehrten reservoir site up to an elevation of 175 feet was made by W. E. Daniels of San Francisco in 1924 and 1927, and a map was drawn to a scale of 1 inch equals 200 feet, with a contour interval of 5 feet. Storage capacities of the Mehrten Reservoir at various stages of water sur- face elevation are given in Table 44. TABLE 44 AREA AND CAPACITIES OF MEHRTEN RESERVOIR Depth of water Water surface Water surface Storage at dam, elevation, USGS area, capacity, in feet datum, in feet in acres in acre-feet 8.5 5 90 12 60 15 100 59 440 25 110 295 2,010 35 120 700 6,840 45 130 1.018 15.320 55 140 1,454 27,770 65 150 1,968 44.870 67 152 2.100 50,000 75 160 2,582 67,700 85 170 3,440 97,730 Based upon preliminary geological reconnaissance, the Mehrten dam site is considered to be suitable for an earthfill dam of any height up to a maximum of about 85 feet. Construction materials for such a struc- ture are available nearby. Impervious fill could be obtained from a number of undisturbed silt and gravel terraces which occur within the reservoir area at the edges of the channel section. Additional supplies of earth could be stripped in thin layers from uneven ground adjacent to the river channel within feasible haul distances of the site. Dredger tailings from the channel section upstream should prove excellent for use in stability sections of the dam. Cobbles of the tailings range from 2 to 10 inches in diameter, and the deposits are relatively clean and free of fines. Bedrock consists of a flat-lying series of fine- to medium-grained sediments of the Mehrten formation. These are chiefly andesitic siltstones and sandstones of fluvial origin. The beds lie relatively flat, with a very gentle dip downstream and slightly into the left abutment. Some cross-bedding of the sediments also exists. The rocks are moderately well-cemented in some layers and poorly so in others. They are gen- erally quite friable, however. Many of the beds con- tain a few pebbles and small cobbles of andesite and other volcanic and basic igneous rocks. No joints or shears were noted in the sediments, although some relatively tight but small seams undoubtedly do occur there. The channel locally is choked with older dredger tailings, and no bedrock outcrops either there or on the right abutment, which is covered by a light soil overburden. Stripping on the right abutment, normal to the surface, should consist only of about four feet of overburden, and on the left abutment of about one foot of soil and weathered bedrock. This would all be classed as common excavation. Thickness of the dredger tailings is not known, but indications are that they should not exceed 25 feet in depth. Con- siderable leakage through the sediments of the Mehr- ten and underlying formations may occur in this area. A backfilled earthen cutoff trench, having sufficient depth to satisfactorily increase the path of percolation beneath the dam, should be employed both under the channel section and part way up the abutments. The foundation rock may prove to be relatively permeable, and the proposed dam should be designed with this in mind. Further investigation may indicate that blan- keting of both abutments would be required. Further- more, it is probable that relief wells would be required at the downstream toe of the dam. Depth of the over- burden on the right abutment can only be accurately determined by means of exploration. Trenching by bulldozer should prove the easiest and most effective method of determining this depth. Exploration of the channel section to determine the exact depth of the fill therein should also be considered as part of the pre- liminary investigation at this site. Slant drilling from the abutments might prove to be the best means of determining this depth of fill, as well as the possible existence of any weak zones under the fill. A spillway could be placed across flat land occur- ring adjacent to either abutment. Further investiga- tion may indicate that the spillway should be located some distance from either abutment. Indications are that the spillway cuts would encounter relatively lit- tle bedrock. Lining of the entire spillway channel would be necessary to prevent undue erosion of the soft materials through which the cut would be made. A number of ranches lie within the proposed reser- voir area. These consist mostly of old buildings, with A r ery little improved land. Most of the reservoir area consists of grazing land of poor quality. Buildings of the Gold Hill Dredging Company and company em- ployees' residences would be inundated. There are several paved and dirt roads crossing the Mokelumne River above the dam site, which would be inundated. As a result of yield studies, geologic reconnaissance, and preliminary economic analysis, an earthfill dam, 67 feet in height from stream bed to spillway lip, and with a crest elevation of 170 feet, was selected to illus- trate estimates of costs of the Mehrten Project. The dam would have a crest length of about 1,000 feet and a crest width of 30 feet, and 3 : 1 upstream and 2 : 1 downstream slopes. The central impervious core would have a top width of 10 feet and 0.8 : 1 slopes. The upstream pervious zones of the dam would consist of random fill, while the downstream zone would consist of dredger tailings. A 5-foot blanket of large dredger tailings for riprap would protect the upstream face of the dam. The volume of fill would be an estimated 57."). 000 cubic yards. PLANS FOR WATER DEVELOPMENT 99 The spillway would be a circular ogee weir, with a eoncrete-lined chute located across the ridge forming the right abutment. The maximum depth of water above the spillway lip would be 13 feet, and an addi- tional 5 feet of freeboard would be provided. The spill- way would have a capacity of 100,000 second-feet, re- quired for an assumed maximum discharge of 160 second-feet per square mile of drainage area. The spillway would discharge into the Mokelumne River about 1,000 feet downstream from the toe of the dam. Two small auxiliary dams would be required. One of the dams would be located to the right of the spill- way, while the other would be situated in a drain near the left abutment of the dam. The auxiliary dams would consist of rolled earth sections, with 20-foot crest widths and 2 : 1 side slopes. Total crest length of the two dams would be about 1,400 feet, and the maxi- mum height of fill would be about 20 feet. The central impervious core section of the auxiliary dams would have a top width of 8 feet, and side slopes of 0.8: 1. The outer pervious sections would consist of dredger tailings. It was estimated that about five feet of over- burden would have to be stripped from under the aux- iliary dams. The total volume of fill in the two dams would be an estimated 46,000 cubic yards. The outlet works would be located at stream bed elevation, and would include a steel pipe, 8 feet in diameter and 400 feet in length, placed in a trench excavated through the left abutment and encased in concrete. The intake structure would consist of a reinforced-concrete box 10 feet in height, 10 feet wide, and 20 feet long, and would be supported on piles. Steel bars would be placed on the sides and top of the structure, to form a trash rack. Releases if water from the reservoir would be controlled by neans of four 60-inch low-pressure, motor-driven slide gates, located at a section of the outlet beneath flic dam wherein the 8-foot diameter pipe branches to two 6-foot diameter pipes and then returns to the single pipe of 7-foot diameter. The motors would be installed in a control house located upstream from :he crest of the dam near the left abutment. The con- trol house would be approached from the dam by neans of a wooden footbridge. An apron with traili- ng walls, and concrete tetrahedron baffle located at the center of the apron, would be constructed at the ?nd of the outlet pipe in order to dissipate the energy )f water released through the dam. The apron would le about '■]() feet long and 24 feet wide. The tetra- ledron baffle would be about 8 feet high. As previously stated, the Clements and Lockeford Aversions would serve the area in the Eastern Mokel- iraiic Unit south and north of the Mokelumne River. Oiese diversions have been described in detail for he Delta-Mokelumne Diversion Project in a previous lection. Since the described features, locations of ramping plants, and routes of canals are the same for the Mehrten Project, and differ only in size of works required, they are not described in detail herein. However, pertinent data with respect to sizes of these features of the Mehrten Project as designed for cost estimating purposes, are presented in Table 45. TABLE 45 GENERAL FEATURES OF MEHRTEN PROJECT Earthfill Dam Crest elevation — 170 feet Crest length— 1,000 feet Crest width— 30 feet Height, spillway lip above stream bed — 67 feet Side slopes — 3 : 1 upstream 2:1 downstream Freeboard, above spillway lip — 18 feet Elevation of stream bed — 85 feet Volume of fill — 575,000 cubic yards Reservoir Surface area at spillway lip — 2.100 acres Capacity at spillway lip — 50,000 acre-feet Drainage area — 625 square miles Estimated mean seasonal runoff — 780,000 acre-feet Estimated new seasonal irrigation yield — 13,700 acre-feet Type of spillway — Concrete-lined ogee weir and chute Spillway capacity — 100,000 second-feet Type of outlet — 8-foot diameter steel pipe through left abutment and encased in concrete Pumping Plants Clements Diversion Pumps — 2 vertical, axial-flow, 13.5 second-foot capacity each Estimated minimum water surface elevation at end of enlarged slough of Mokelumne River — 79 feet Discharge elevation — 135 feet Estimated maximum pumping head — 65 feet Installed pumping capacity — 27 second-feet Estimated maximum monthly demand — 24 second-feet Estimated gross seasonal diversion — 6,850 acre-feet Motors — 2 all-weather type, 100-horsepower each Pump support — Concrete piers, with steel ring girders Pumping sump — Reinforced concrete, 10 feet by 15 feet, 10 feet in depth, equipped with trash racks Sand trap — Reinforced concrete, 25 feet by 30 feet, 11 feet in depth, equipped with baffles and sluice gates Lockeford Diversion Pumps — 2 vertical, axial-flow, 13.5 second-foot capacity each Estimated minimum water surface elevation in Mokelumne River — 58 feet Discharge elevation — 99 feet Estimated maximum pumping head — 14 feet Installed pumping capacity — 27 second-feet Estimated maximum monthly demand — 24 second-feet Estimated gross seasonal diversion — 6,850 acre-feet Motors — 2 all-weather type, 100-horsepower each Pump support — Concrete piers, with steel ring girders Pumping sump — Reinforced concrete, 10 feet by 12 feet, 10 feet in depth, equipped with trash racks Sand trap — Reinforced concrete, 10 feet by 12 feet, 8 feet in depth, equipped with baffle and sluice gates Conduits Type Length, in miles Side slopes Bottom width, in feet Depth, in feet- Freeboard, in feet Slope, in feet per mile Velocity, in feet per second Capacity, in second-feet Clements Diversion Trapezoidal, lined section 0.4 1.5:1 3.0 2.4 1.0 4.0 3.6 25 Trapezoidal, unlined section 0.4 2:1 3.0 2.6 1.0 7.9 2.5 25 Lockeford Diversion Trapezoidal, lined section 3.6 1.1:1 3.0 3.4 1.0 1.4 2.0 25 100 SAN JOAQUIN COUNTY INVESTIGATION The capital cost of the Mehrten Project, on a 3 per eenl interesl basis and with prices prevailing in April, 1953, was estimated to be about $4,007,000. The cor- responding annual costs were estimated to be about $183,000. The resultant estimated unit cost of the 13,700 acre-feet per season of new irrigation yield from the Mehrten Project was about $13.30 per acre- foot. On a 4 per cent interest basis the unit cost of new irrigation yield per season was about $15.60 per acre-foot. Estimated capital and annual costs of the Mehrten Project on a 3 per cent interest basis are summarized in the following tabulation. Detailed cost estimates are presented in Appendix L. Estimated Costs Capital Annual Mehrten Dam and Reservoir— .$3,698,000 $154,000 Clements Diversion Pumping plant _ $36,000 $10,000 Conveyance system 47,000 2,000 Subtotals $83,000 $12. OtMl Lockeford Diversion Pumping plant $32,000 xs.ooo Conveyance system 194.000 9,000 Subtotals . - $226,000 $17,000 TOTALS _. — $4,007,000 $183,000 Camanche Project Construction of a dam and reservoir at the Ca- manche site on the Mokelumne River, with appropri- ate downstream diversion and conveyance facilities, would provide new water to meet the present supple- mental water requirement of 28,500 acre-feet per season in the Eastern Mokelumne Unit, and for growth in water utilization for a number of years into the future. This project would also provide new water for use in the Western Mokelumne Unit, which needs no supplemental water at present but which will in the future. Use of the new surface water sup- ply would prevent progressive lowering of ground water levels in the areas served. In addition, revenue could be secured by construction and operation of a hydroelectric power plant at the dam. The Camanche site is located in Section 6, Township 4 North, Range 9 East, M. D. B. & M., about seven miles downstream from Pardee Dam and 1.5 miles west of the San Joaquin-Calaveras county line. This project is here- inafter referred to as the "Camanche Project," and its principal features are delineated on Plate 19. en- titled "Camanche Project." The East Bay Municipal Utility District has made application to the State Engineer to appropriate Mokelumne River water by construction of a dam and reservoir at the Camanche site and conveyance of the conserved water to the East San Francisco Pay area for municipal purposes. Consideration was given to the operation of the Camanche Project in the interest of flood control. However, it was found that the reservation of flood control space believed to be required in Camanche Reservoir would substantially reduce the yield of water from the project. Furthermore, the comprehen- sive survey report of the Corps of Engineers, dated February 1, 1945, and its supplement dated June 1, 1948, indicate that of the number of alternatives investigated for control of floods on the Mokelumne River, the most feasible plan appears to be the diver- sion of a portion of the surplus flood waters of the Mokelumne River into a possible lone Dam and Res- ervoir on Dry Creek. Such diversion could be accom- plished by minor modification in the existing auxiliary spillway at Pardee Dam, and by the provision of a diversion channel. For these reasons no further con- sideration was given to the possible reservation of flood control space in possible reservoirs considered on the main stem of the Mokelumne River. The proposed Camanche Dam would be an earth- fill structure, with seven earthen auxiliary saddle dikes, and a chute-type spillway. Stream bed eleva- tion at the dam site is about 90 feet. Flood waters of the Mokelumne River, conserved by the proposed reservoir and released on a demand schedule during the irrigation season, would pass through the hydro- electric power plant. The waters would then be avail- able downstream for diversion and conveyance to service areas south and north of the Mokelumne River by the Clements and Lockeford Diversions, respectively. Additional water for the Western Mokel- umne Unit would be diverted by gravity at the existing Woodbridge Diversion Dam. It was estimated that the mean seasonal natural runoff of the Mokelumne River, from the 625 square miles of watershed above the clam site, is about 780,- 000 acre-feet. Based upon yield studies during the critical dry period which occurred from 1927-28 through 1933-34, together with topography of the dam site and cost analyses hereinafter discussed, a reservoir of 212,000 acre-foot storage capacity, with estimated new seasonal irrigation yield of 52,000 acre- feet, was chosen for cost estimates to be presented in this bulletin. The yield study for this size of reser- voir is included in Appendix K. For purposes of this study, the seasonal yield of the Camanche Project was allocated as follows : 20,000 acre-feet to the service area south of the Mokelumne River and 20,000 acre-feet to the service area north of the river, both in the Eastern Mokelumne Unit, and 12,000 acre-feet to the Western Mokelumne Unit. It was estimated that losses of water in conveyance and distribution of the 20,000 acre-feet of new seasonal irrigation yield to the service area south of the Mokel- umne River in the unlined canals and ditches of the Clements Diversion would be about 25 per cent, leav- ing some 15,000 acre-feet of water per season for ap- plication to irrigated lands. Losses in conveyance of PLANS FOR WATER DEVELOPMENT 101 the 20,000 acre-feet of new seasonal irrigation yield to the service area north of the Mokelumne River in the concrete-lined canals of the Lockeford Diversion were ass limed to be negligible. The full 20,000 acre-feet per season, therefore, would be available for application to irrigated lands. A conveyance and distribution loss of 25 per cent of the 12,000 acre-feet of new seasonal irrigation yield assigned to the Western Mokelumne Unit was estimated, as the existing canals in this unit are generally unlined, leaving some 9,000 acre-feet of water per season for application to irrigated lands. The design of the Clements and Lockeford Diver- sions was based on the estimated maximum monthly diversion demand which, as shown in Table 39, occurs in July, and amounts to 22 per cent of the total sea- sonal diversion. Capacities of 75 second-feet for the Clements and Lockeford Diversions were selected from the foregoing data. Based on a seasonal irrigation application of 3.0 acre-feet per acre, the new water supply could serve 5,000 acres and 6,700 acres south and north, respec- tively, of the Mokelumne River, and 3,000 acres in the Western Mokelumne Unit. Furthermore, based on estimated seasonal consumption of applied water of 1.6 acre-feet per acre, percolation of the unconsumed portion of applied irrigation water, plus canal perco- lation losses, would augment ground water supplies by some 12,000 acre-feet and 9,300 acre-feet in the areas south and north of the river, respectively, in the Eastern Mokelumne Unit, and by 7,200 acre-feet in the Western Mokelumne Unit. A topographic survey of the Camanche reservoir site up to an elevation of 300 feet was made by the East Bay Municipal Utility District in 1951, and a map was drawn to a scale of 1 inch equals 400 feet, with a contour interval of 10 feet. Storage capacities of the Camanche Reservoir at various stages of water surface elevation are given in Table 46. TABLE 46 AREAS AND CAPACITIES OF CAMANCHE RESERVOIR Depth of water Water surface Water surface Storage at dam, elevation, USGS area, capacity. in feet datum, in feet in acres in acre-feet 90 10 100 110 30 170 100 20_. . 1,500 30 ___ 120 560 4,500 40 130 140 900 1 .270 12.000 50 23,000 60 1 50 1.580 37,000 70 160 2.000 54,000 80 170 2.900 78,000 90 180 3.730 111,000 100 190 4.400 153,000 112_. 202 5,340 212,000 120 210 5,900 254,000 ,130 220 6,600 320,000 Based upon preliminary geological reconnaissance. the Camanche dam site is c onsidered su itable for an earthfill dam up to a maximum height of about 130 feet. The rock consists of a series of variable conti- nental sediments, ranging from sandy silts to medium- grained sands to dirty gravels, which are probably a part of the Mehrten and Valley Springs formations of Tertiary age. The sediments are soft and friable, having little or no cementation. The nature of the material prohibits the ready detection of shears, al- though both jointing and spalling appeared to be de- veloped to near maximum for the type of material involved. Animal borings through the soft sediments, and root holes and wedgings occur repeatedly. Some alkaline leaching in the sands and silts indicates at least a moderately high degree of permeability. Con- siderable leakage from the reservoir area may, there- fore, be expected to occur through these formations. The sediments in the foundation area are essentially horizontally bedded, but dip very slightly down- stream. Stripping of about 15 feet normal to the ground surface probably would be required over most of the abutments under the impervious section of the proposed earthfill dam. Stripping of as much as 40 feet from the channel section would be required, consisting chiefly of dredger tailings. Exact depth of the channel fill would have to be determined by fur- ther exploration at the site, possibly in the form of slant drilling under the channel section. The spillway could be cut through saddles occur- ring behind either abutment. Foundation conditions should be similar in any of these locations, with cuts being partly in soil and partly in poorly consolidated sedimentary strata. Lining of the spillway channel would be necessary in any case. Construction materials for the proposed dam are available within reasonable haul distances. Impervious fill could be obtained from the many terrace deposits which line both sides of the channel section within the reservoir area. Additional earthfill, if needed, could be stripped in thin layers from the surface of uneven ground adjacent to the river channel in this vicinity. Great piles of tailings choke the channel sec- tion, where the aforementioned terraces have been dredged for gold. These tailings consist mainly of cobbles up to 10 inches in diameter, and should prove excellent for use in the pervious sections of the dam. Some 50 homes and a considerable number of farm buildings would be inundated by a reservoir of the chosen capacity at the Camanche site. In addition, about 15 miles of county road, 27 miles of telephone and electric lines and a power substation, and a wax manufacturing plant would require relocation. Lands within the reservoir area include about 350 acres of irrigated bottom lands, 1,000 acres of good grazing lands, and some 5,000 acres of grazing land of rela- tively poor quality. As a result of yield studies, geologic reconnaissance, and preliminary economic analysis, an earthfill dam, 102 SAN JOAQUIN COUNTY INVESTIGATION 112 feel in height from stream bed to spillway lip, and with a crest elevation of 220 feet, was selected to illustrate estimates of cost of the Camanche Project. The dam would consist of eight earthfill structures, a main dam across the Mokelumne River and seven auxiliary saddle dams. The main dam would have a crest length of about 1,600 feet, a crest width of 30 feet, and 3:1 upstream and 2:1 downstream slopes. The central impervious core would have a top width of 10 feet and 0.8 : 1 slopes. The downstream outer pervious zone of the main dam would consist of ma- terials salvaged from stripping from under the im- pervious section, and dredger tailings from the river bed. The upstream section of the dam would be a ran- dom fill with material obtained from the excavation of the spillway. The upstream slope of the dam would be faced with 5 feet of riprap. Because of the permeability of the foundation ma- terial on which the dam would be constructed, wing sections extending upstream on both abutments would be necessary. The wing sections would consist of an impervious zone placed against the slopes of the abut- ments, and blanketed with pervious fill, and would extend upstream for a distance of about 500 feet. Stripping to a depth of 5 feet on the slopes would be required before placing the impervious fill. Pressure relief wells would be required at the downstream toe of the dam to reduce the effects of hydrostatic uplift. Twenty-two such wells, each with a diameter of 12 inches, would be drilled at intervals of 50 feet across the stream channel at the downstream toe of the dam. The total volume of fill in the main dam, including the wing sections, would be an estimated 3,252,000 cubic yards. The crest lengths of the seven auxiliary saddle dams would vary from 100 feet to 2,650 feet, and would aggregate some 10,100 feet. The heights of the saddle dams would range from 5 feet to 55 feet. The crest width of each would be 20 feet, and the side slopes would be 2.5 : 1. The volumes of fill in the saddle dams would vary from 500 cubic yards to 438,400 cubic yards, and would total some 1,260,000 cubic yards. The upstream face of each saddle dam would be pro- tected by a 4-foot blanket of rock riprap, while the downstream faces would be similarly protected by a 2-foot blanket. A summary of the heights, crest lengths, and volumes of fill of the seven auxiliary saddle dams is presented in Table 47. The concrete spillway would be of the chute type with an ogee weir, located through a saddle on the left abutment. The maximum depth of water above the spillway lip would be 13 feet, and an additional 5 feet of freeboard would be provided. The spillway would have a capacity of 77,000 second-feet, based on a flood runoff of 125 second-feet per square mile of watershed above the dam. The control structure of the spillway would be a curved ogee weir with a crest TABLE 47 SUMMARY OF HEIGHTS, CREST LENGTHS, AND VOLUMES OF FILL OF SEVEN AUXILIARY SADDLE DAMS OF CAMANCHE RESERVOIR Saddle dam, number on Plate 19 Height, in in feet Crest length, in feet Volume of fill, in cubic yards 1 2 3 20 35 55 34 35 45 5 2,650 1,230 1,440 600 100 3.980 100 264,500 140,100 294,700 4 54,400 5 67,200 6 438,400 7-- 500 TOTALS 10,100 1,259,800 length of 470 feet, and would be followed by 1,000 feet of concrete-lined chute with a stilling basin at the lower end. In addition, a channel with bottom eleva- tion of about 186 feet would be provided in the center of the spillway section. The channel would be 50 feet wide and its depth would be 16 feet below the spillway lip elevation of 202 feet. The channel would be pro- vided with a radial gate, 50 feet wide and 16 feet in height, to control flood releases up to 8,000 second-feet. Controlled releases through the channel would dis- charge into the main spillway chute. The radial gate would be open when the reservoir stage exceeded 202 feet and the spillway was passing flood waters. The outlet works would consist of a 10-foot diameter steel pipe, which would branch into two 7-foot diam- eter steel pipes at the axis of the dam, with control valves at the transition section and at the downstream end of the 7-foot diameter pipes. The 10-foot diameter steel pipe would be laid in a trench excavated under the right abutment of the dam and encased in con- crete, and would be 750 feet in length. Trash racks at the intake would, in addition to screening trash, re- duce the intake velocity. The transition section and control house would be located under the central por- tion of the dam, at which point the discharge from the 10-foot diameter pipe would be divided at a wye into two 7-foot diameter steel pipes, both encased in con- crete and each 380 feet in length. One of these pipes would serve as a penstock to the power plant. A walk- way would be provided between the two pipes from the downstream toe of the dam to the control house for access to the controls. Releases of water from the reservoir would be controlled by two 6-foot by 6-foot hi»h-pressure hydraulic-ally operated slide gates at the transition section. Capacity of the outlet works would be 1,200 second-feet, and the maximum capacity of the penstock would be 600 second-feet. A hydroelectric power plant, of 4,000-kilowatt in- stalled power capacity, would be located 100 feet downstream from the right abutment of the dam. The I lower plant would operate on a load factor of 50 per PLANS FOR WATER DEVELOPMENT 103 cent at a design head of 80 feet, with a discharge of 600 second-feet. The dependable power capacity of the Camanche Power Plant would be about 2,400 kilo- watts, and its average annual energy output would be about 18,500,000 kilowatt-hours. The power plant would be housed in a reinforced-eoncrete structure 70 feet in height, 60 feet in length, and 50 feet in width. Water released from the power plant would be re- turned to the Mokelumne River immediately down- stream from the plant. New water from the Mokelumne River would be served to areas in the Eastern Mokelume Unit south and north of the river by the Clements and Lockeford Diversions, which have been described in detail in a previous section pertaining to the Delta-Mokelumne River Diversion Project. The general features, loca- tions of pumping plants, and routes of canals for these diversions would be the same for the Camanche Proj- ect, and would be designed for a capacity of 75 second-feet north and south of the river, respectively. Curves were prepared relating capacities of pumping plants and conveyance systems to costs thereof for the Mehrten Project, Delta-Mokelumne River Diversion Project, and for corresponding works of an interme- diate capacity of 35 second-feet. From these curves the costs of pumping plants and conveyance systems at Clements and Lockeford for the Camanche Project were estimated. Pertinent data with respect to general features of the proposed dam, reservoir, and hydroelectric power plant of the Camanche Project, as designed for cost estimating purposes, are presented in Table 48. The capital cost of the Camanche Project, on a 3 per cent interest basis and with prices prevailing in April. 1953. was estimated to be about $12,528,000. The corresponding annual costs were estimated 8 to be about $600,000. The resultant estimated unit cost of the 12,000 acre-feet per season of new irrigation yield delivered to the Western Mokelumne Unit, and 40,000 acre-feet per season of new irrigation yield delivered to the Eastern Mokelumne Unit, was about $10.70 and ^12.20 per acre-foot, respectively. On a 4 per cent in- terest basis the estimated unit cost of new irrigation yield per season to the Western and Eastern Mokel- umne River Units was about $12.25 and $14.35 per acre-foot, respectively. The estimates of unit cost are subject to reduction in the amount of hydroelectric power revenues that might be assigned for payment )f irrigation features of the project. Annual power revenues, on the basis of $22 per kilowatt of depend- able power capacity and 2.8 mills per kilowatt-hour of mergy output. would amount to about $105,000. If :hese revenues were credited to the project, estimated mit cost of the new irrigation yield to the Western and Eastern Mokelumne River Units woiald be about |>8.70 and $10.20 per acre-foot, respectively, on a 3 per cent interest basis, and $10.25 and $12.35 per acre- 'oot. respectively, on a 4 percent interest basis TABLE 48 GENERAL FEATURES OF CAMANCHE PROJECT * Main Earthfill Dam Crest elevation— 220 feet Crest length— 1,600 feet Crest width — 30 feet Height, spillway lip above stream bed — 112 feet Side slopes — 3:1 upstream 2:1 downstream Freeboard, above spillway lip — 18 feet Elevation of stream bed — 90 feet Volume of fill— 3,252,000 cubic yards Auxiliary Saddle Dam Number of saddle dams — 7 Aggregate crest lengths — 10,102 feet Crest widths— 20 feet Side slopes — 2 .5:1 Total volume of fill— 1,260.000 cubic yards Reservoir Surface area at spillway lip — 5,340 acres Capacity at spillway lip — 212,000 acre-feet Drainage area — 625 square miles Estimated mean seasonal natural runoff — 780,000 acre-feet Estimated seasonal new irrigation yield — 52,000 acre-feet Type of spillway — Chute, with curved ogee weir, concrete-lined Spillway capacity — 77,000 second-feet Type of outlet — 10-foot diameter steel pipe, dividing into two 7-foot diameter steel pipes Power Plant Penstock — 7-foot diameter steel pipe Maximum capacity of penstock — 600 second-feet Installed capacity — 4,000 kilowatts Maximum operating head — 100 feet * Features for diversion and conveyance of new water to lands in Eastern Mokelumne 1'nit omitted. Estimated capital and annual costs of the Camanche Project on a 3 per cent interest basis are summarized in the following tabulation. Detailed cost estimates are presented in Appendix L. Exlinialed Cnsin Capital Annual Camanche Dam and Reservoir $11,176,000 $401,000 Camanche Power Plant 872.000 80,000 Subtotals _ $12,378,000 $560,000 Clements Diversion Pumping plant _ $00,000 $26,500 Conveyance system 54.000 2,500 Subtotals $144,000 $20,000 Lockeford Diversion Pumping plant $(10,000 $18,000 Conveyance system 270,000 12,000 Subtotals _ $330,000 $30,000 TOTALS _ _ $12,528,000 $000,000 Middle Bar Project Construction of a dam and reservoir on the Mokel- umne River at the Middle Bar site, with appropriate downstream diversion and conveyance facilities, would provide new water to meet a portion of the estimated present supplemental requirement in the Eastern Mokelumne Unit. Use of the new water supply would also reduce progressive lowering of the ground water levels in the areas served. In addition, a hydroelectric power plant could be constructed at the dam. with resultant revenue from the sale of electrical energy. 104 SAX JOAQUIN COUNTY INVESTIGATION The Middle Bar site is Ideated in Section 16, Township 5 North, Range 11 East, M. I). 15. & M., about 5.5 miles upstream from the existing Pardee Dam. This plan is hereinafter referred to as the "Middle Bar Project." and its principal features are delineated on Plate 20, entitled "Middle Bar Project." The East Bay Munici- pal Utility District has made application to the State Engineer to appropriate Mokelumne River water by construction of a dam and reservoir at the Middle Bar site, and conveyance of the conserved water to the east San Francisco Bay area for municipal purposes. The Middle Bar Dam would be a concrete gravity structure, with an overpour spillway in its center section. Stream bed elevation at the dam site is about 505 feet. Flood waters of the ' Mokelumne River, con- served by the reservoir and released on a demand schedule during the irrigation season, would pass through the hydroelectric power plant located at the base of the dam. The waters would then be available downstream for diversion and conveyance to service areas south and north of the Mokelumne River, by the Clements and Lockeford Diversions, respectively. It was estimated that mean seasonal runoff of the Mokelumne River, from the 550 square miles of water- shed above the Middle Bar dam site, is about 760,000 acre- feet. Based upon yield studies during the critical dry period which occurred from 1926-27 through 1934-35, together with topography of the dam site and cost analyses hereinafter discussed, a reservoir of 46,500 acre-foot storage capacity, with estimated new seasonal irrigation yield of about 11,000 acre-feet, was chosen for purposes of cost estimates to be presented in this bulletin. The yield study for this size of reser- voir is included in Appendix K. The yield of the Middle Bar Project was allocated equally to the two service areas for purposes of this study. Lands south of the Mokelumne River would be served 5,500 acre-feet of new water by the Clements Diversion. Percolation losses in the unlined canals and ditches were estimated to be 25 per cent, leaving some 4,100 acre-feet of water per season for applica- tion to irrigated lands. Assumed losses in the concrete-lined canals of the Lockeford Diversion Avere negligible. Therefore, the entire diversion of 5,500 acre-feet of water per season would be available for application to irrigated lands north of the river. The pumping plants and canals for the Clements and Lockeford Diversions were designed with capacities of 20 second-feet, based on the estimated maximum monthly diversion during July. Based on a seasonal irrigation application of 3.0 acre-feet per acre, the new water supply could serve 1.400 acres and 1,800 acres south and north of the Mokelumne River, respectively. Furthermore, based on an estimated seasonal consumptive use of applied water of 1.6 acre-feet per acre, percolation of the un- consumed portion of applied irrigation water, plus canal percolation losses, would augment ground water supplies in the foregoing areas by some 2.300 acre- feet and 2,600 acre-feet, respectively. A topographic survey of the Middle Bar reservoir site up to an elevation of 1.450 feet was made by the East Bay Municipal Utility District in 1951, utilizing photogrammetric methods. From the survey data a map was prepared at a scale of 1 inch equals 400 feet. and with a contour interval of 10 feet. Storage capac- ities of the Middle Bar Reservoir at various stages of water surface elevation, as derived from this map, are given in Table 49. TABLE 49 AREAS AND CAPACITIES OF MIDDLE BAR RESERVOIR Depth of water at dam, in feet Water surface elevation, USGS datum, in feet Water surface area. in acres Storage capacity. in acre-feet 20 505 525 545 565 585 605 625 645 665 685 690 705 5 34 90 150 225 328 430 550 686 724 835 50 40 450 60 1.700 80 100 . 4.100 7.600 120- _ 13,000 140- . 20.700 160 . 30.500 180- . 42,800 185. . 46,500 200 . 57.300 Based upon preliminary geological reconnaissance, the Middle Bar dam site is considered to be suitable for a concrete gravity dam up to a maximum height of more than 200 feet. An arch dam might also be considered at this site. Lack of a suitable supply of earthfill material in the area indicates that a concrete dam of some sort probably would be the most feasible. Aggregates for the structure could be obtained in ade- quate quantities locally from the channel of the Mokelumne River. This same type of material was successfully used in the construction of Pardee Dam. In the vicinity of the dam site, the Mokelumne River has cut a narrow steep-walled gorge through a relatively hard and resistant zone of Jurassic meta- sediments and meta-volcanics. This zone appears to trend across the canyon and to dip steeply upstream. The canyon walls are often developed along joint planes which dip steeply toward the channel. Al- though rock exposed on the abutments is hard and durable, it is so strongly jointed that the surface ex- posures appear blocky. Sloughing of the jointed rock has resulted in the accumulation of some talus on the lower abutments, and probably also in the channel bottom. Since the construction of Pardee Dam, a depth of about 10 feet of silt is estimated to have collected in the reservoir created by that dam. Small sharp ravines and knife-edged ridges Avere noted on either abutment, with differential elevations of some 10 to 30 feet. The ridges represent harder ribs and the ravines softer, or possibly sheared or crushed, zones PLAN'S FOR WATER DEVELOPMENT 105 in the series. Stripping from the abutments normal to the surface should not exceed 1 foot of soil and 30 feet of broken blocky rock. Removal of about 10 feet of lake-deposited silt, plus 5 feet of fractured rock, should adequately prepare and shape the foun- dation in the channel section. An overpour spillway could best be employed at this site, with moderate protection provided for the area where the nappe impinges. Because this struc- ture would lie in the upper end of Pardee Reservoir, it seems probable that a tailwater cushion would fre- quently be available at the base of the spillway. A bridge on State Highway 49 and a county bridge, both crossing the Mokelumne River, would be inun- dated by a reservoir of the chosen capacity at the Middle Bar site. In addition, one-half mile of the state highway, 2.5 miles of county road, and about •'?.."> miles of the access road to the Electra Power Plant of the Pacific Gas and Electric Company would be inundated. Three groups of farm buildings are located in the reservoir area. Lands in the reservoir area are used mostly for grazing, and are of relatively poor quality. As a result of yield studies, geologic reconnaissance, and preliminary economic analysis, a concrete gravity dam, 155 feet in height from stream bed to spillway lip, and with a crest elevation of 695 feet, was selected to illustrate estimates of costs of the Middle Bar Project. The dam would have a crest length of about 405 feet, a crest width of .'50 feet, and 0.05 : 1 upstream and 0.8 : 1 downstream slopes. The volume of concrete in the dam would be an estimated 127,900 cubic yards. The spillway would be a concrete overpour section, located in the center of the dam. The spillway would be provided with three taintor gates, each :T0 feet |dgh and 50 feet wide. The radius of each gate would be 34 feet. The elevation of the spillway lip would be 660 feet. With the gates closed, the top of the gate would be at an elevation of 690 feet. The maximum depth of water above the spillway lip would be 30 feet, and an additional 5 feet of freeboard would be provided. The spillway would have a capacity of ^7.000 second-feet with the taintor gates fully opened, required for an assumed maximum discharge of 155 second-feet per square mile of drainage area. The spillway would discharge into the Mokelumne River at the downstream toe of the dam. The outlet works would include two 5-foot diameter steel pipes, 900 feet in length, through the center of the dam. Water -would be released through the two pipes at an elevation of approximately 600 feet, and would discharge from the dam at an elevation of about 575 feet. Two 4.5-foot by 4.5-foot high-pressure plide gates, hydraulically operated, would be provided in each outlet pipe near the upstream face of the dam. Access to the gates would be through a gate chamber uovided in the dam. A penstock, to divert water from the reservoir to a proposed power plant, would be located through the left abutment of the dam. The penstock would re- lease water through the dam at an elevation of about 600 feet, and would be provided with an 18-foot by 18-foot Broome gate on the upstream face of the dam. The penstock would be steel-lined, 12 feet in diameter, and would have a maximum capacity of 1,300 second-feet. The length of the penstock would be 300 feet. The power plant would be located imme- diately downstream from the left abutment of the dam, and would operate under a maximum head of 115 feet. The installed power capacity of the plant would be 10,000 kilowatts, and it would operate on a load factor of 50 per cent. The dependable power capacity of the Middle Bar Power Plant would be about 6,000 kilowatts, and its average annual energy output would be about 48,400,000 kilowatt-hours. The power plant would be housed in a reinforced-concrete structure 80 feet in height, 70 feet in length, and 60 feet in width. Water released from the power plant would be returned to the Mokelumne River near the downstream toe of the dam. New water from the Mokelumne River would be served to areas in the Eastern Mokelumne Unit north and south of the river by means of the Clements and Lockeford Diversions, which have been described in detail in a previous section pertaining to the Delta- Mokelumne River Diversion Project. The general features, locations of pumping plants, and routes of canals would be the same for the Middle Bar Project. Furthermore, the size of the features and cost thereof would be approximately the same as those for the Mehrten Project, descriptive data for which are pre- sented in Table 45. For these reasons no detailed de- sign of the similar diversion and conveyance features of the Middle Bar Project was made, it being assumed that the costs would be approximately the same as those estimated for the Mehrten Project. Pertinent data with respect to general features of the proposed dam, reservoir, and hydroelectric poAver plant of the Middle Bar Project, as designed for cost estimating purposes, are presented in Table 50. The capital cost of the proposed Middle Bar Proj- ect, on a 3 per cent interest basis and with prices prevailing in April, 1953, was estimated to be about $6,995,000. The corresponding annual costs were esti- mated to be about $380,000. The resultant estimated unit cost of the 11,000 acre-feet per season of new irri- gation yield served by the project was about $34.50 per acre-foot. On a 4 per cent interest basis the unit cost of new irrigation yield per season was about $39.80 per acre-foot. The estimates of unit cost are subject to reduction in the amount of the hydroelectric power revenues thai might be assigned for payment of irrigation features of the project. Annual power revenues, on the basis of $22 per kilowatt of depend- able power capacity and 2.8 mills per kilowatt-hour "**! m .jjjMk i i 'iff v ■ * m ** ''* -^ .> ^ /*' . .4 f ^fl ■ »».*• 1 $&*% •ji ^ ,,;■ I^MBP^* ^^^Vi^HHIHWBKG^H Jji : '4#r Jhai Railroad Flat Dam Site, South Fork of Mokelumne River PLANS FOR WATER DEVELOPMENT 107 TABLE 50 GENERAL FEATURES OF MIDDLE BAR PROJECT* Concrete Gravity Dam Crest elevation — 695 feet Crest length — 405 feet Crest width — 30 feet Height, spillway lip above stream bed — 155 feet Side slopes — 0.05:1 upstream 0.8:1 downstream Freeboard, above spillway lip — 35 feet Elevation of stream bed — 505 feet Volume of fill — 127,900 cubic yards Reservoir Surface area at spillway lip — 460 acres Surface area at top of gates — 686 acres Capacity at spillway lip — 28,000 acre-feet Capacity at top of gates — 46,500 acre-feet Drainage area — 550 square miles Estimated mean seasonal runoff — 760,000 acre-feet Estimated seasonal new irrigation yield — 11,000 acre-feet Type of spillway — Concrete overpour section Spillway capacity — 87,000 second-feet Type of outlet — Two 5-foot diameter steel pipes Power Plant Penstock — 12-foot diameter steel-lined tunnel Maximum capacity of penstock — 1,300 second-feet Installed capacity — 10,000 kilowatts Maximum operating head — 115 feet ♦Features for diversion and conveyance of new water supply to lands in Eastern Mokelumne Unit omitted. of energy output, would amount to about $268,000. If these revenues Avere credited to the project, the estimated unit cost of the new water supply would be about $10.20 per acre-foot on a 3 per cent interest basis, and $15.40 per acre-foot on a 4 per cent interest basis. Estimated capital and annual costs of the Middle Bar Project on a 3 per cent interest basis are sum- marized in the following tabulation. Detailed cost estimates are presented in Appendix L. Estimated Costs Capital Annual Middle liar Dam and Reservoir.. $4,876,000 $200,000 Middle Bar Power Plant 1,810,000 151,000 Subtotals $6,686,000 $351,000 Clements Diversion Pumping plant $36,000 $10,000 Conveyance system 47,000 2,000 Subtotals $83,000 $12,000 Lockeford Diversion Pumping plant $32,000 $8,000 Conveyance system 194,000 9,000 Subtotals $226,000 $17,000 TOTALS $6,995,000 $380,000 Railroad Flat Project Construction of a dam and. reservoir on the South Fork of the Mokelumne River at the Railroad Flat site, with appropriate downstream diversion and con- veyance facilities, would provide new irrigation yield to meet some two-thirds of the estimated present sup- plemental water requirement in the Eastern Mokel- umne Unit. Use of this new water supply would also reduce progressive lowering of ground water levels in the areas served. The Railroad Flat dam site is lo- cated in the northeast quarter of Section 23, Town- ship 6 North, Range 13 East, M. D. B. & M., about 2,000 feet downstream from the mouth of the Licking Fork and 1.5 miles due north of the community of Railroad Flat, Provision would also be made for di- version of surplus floAvs of the Middle Fork of the Mokelumne River and their conveyance to Railroad Flat Reservoir. The plan is hereinafter referred to as the "Railroad Flat Project," and its principal features are delineated on Plate 21, entitled "Rail- road Flat Project." The East Bay Municipal Utility District has made application to the State Engineer to appropriate Mokelumne River water by construc- tion of a dam and reservoir at the Railroad Flat site, and conveyance of the conserved water to the east San Francisco Bay area for municipal purposes. The Calaveras County Water District also has made ap- plication at the Railroad Flat site, and proposes con- veyance of the conserved water to areas of use in Calaveras County for irrigation and domestic pur- poses. Consideration was given to the possible inclusion of a hydroelectric power plant immediately below Rail- road Flat Dam for the purpose of generation of elec- trical energy. However, studies indicated that the feasible installed capacity, and net revenues resulting from sale of energy output, would be so small as not to warrant installation of a power plant at the dam. For these reasons no further consideration was given to inclusion of a power plant in the Railroad Flat Project. The proposed Railroad Flat Dam would be an earth- fill structure, with a chute-type spillway. Stream bed elevation at the dam site is about 2,130 feet. The pro- posed diversion weir on the Middle Fork of the Mo- kelumne River would consist of a concrete gravity overpour structure and apron, at a stream bed eleva- tion of 2,740 feet, and would be located immediately downstream from the junction of the North Fork of the Middle Fork and the Middle Fork. The diverted water would be conveyed in a southwesterly direction in a canal, which would terminate at the Licking Fork. a tributary of the South Fork, at a point near Wood- cock. Flood waters of the South and Middle Forks of the Mokelumne River, conserved by Railroad Flat and released on a demand schedule during the irrigation season, would be available downstream for diversion and conveyance to areas south and north of the Mo- kelumne River by the Clements and Lockeford Diver- sions, respectively. It was estimated that mean seasonal runoff of the South Fork of the Mokelumne River, from its 66 square miles of watershed above the Railroad Flat dam site, is about 51,500 acre-feet. The proposed Mid- dle Fork Diversion would convey 100 second-feet from the Middle Fork of the Mokelumne River into HIS SAX JOAQUIN COUNTY INVESTIGATION Railroad Flat Reservoir, and would increase the mean seasonal runoff available at the dam site to about 76,500 acre-feet. Based upon yield studies during the critical dry period which occurred from 1928-29 through 1933-34, together with topog- raphy of the dam site and cost analyses hereinafter discussed, a reservoir of 80,000 acre-foot storage capacity, with estimated new seasonal irrigation yield of 20,000 acre-feet, was chosen for purposes of cost estimates to be presented in this bulletin. The yield study for this size of reservoir is included in Appen- dix K. The yield of the Railroad Flat Project was allo- cated equally to the two service areas, for purposes of this study. Lands south of the Mokelumne River would be served 10,000 acre-feet of new water seasonally by the Clements Diversion. Percolation losses in the un- lined canals were estimated to be 25 per cent, leaving some 7,500 acre-feet of water per season for applica- tion to irrigated lands. Losses in the concrete-lined canals of the Lockeford Diversion were assumed to be negligible. Therefore, the entire diversion of 10.000 acre-feet per season would be available for application to irrigated lands north of the river. The pumping plants and canals for the Clements and Lockeford Diversions were designed with capacities of 35 second- feet, based on the estimated maximum monthly diver- sion during July. Based on an average seasonal irrigation application of 3.0 acre-feet per acre, the new water supply could be applied to about 2,500 acres and 3,300 acres south and north of the river, respectively. The seasonal con- sumptive use of applied irrigation water was esti- mated at 1.6 acre-feet per acre. Based on this value, percolation of unconsumed water applied to irrigated lands, plus percolation losses from unlined canals, Avould augment ground water supplies by 6,000 acre-feet and 5,400 acre-feet in the areas south and north of the Mokelumne River, respectively. The maximum eleva- tions in the respective service areas are about 140 feet and 100 feet. A topographic survey of the Railroad Flat reservoir site up to an elevation of 2,800 feet was made by the Eas1 Bay Municipal Utility District in 1951, and a map was drawn to a scale of 1 inch equals 400 feet, with a contour interval of 10 feet. Storage capacities of the Railroad Flat Reservoir at various stages of water surface elevation are given in Table 51. Based upon preliminary geological reconnaissance, the Railroad Flat dam site is considered to be suitable fur an earthfill dam of any height up to at least 350 feci. The foundation rock consists principally of slate and argillite of the Calaveras formation. The slates are often strongly jointed and moderately weathered. The argillites are platy and somewhat schistose in places. Both rocks show limy streaks along some bed- ding planes. Misses of limestone outcrop on the north TABLE 51 AREAS AND CAPACITIES OF RAILROAD FLAT RESERVOIR Depth of water at dam, in feet Water surface elevation, USGS datum, in feet Water surface area, in acres Storage capacity, in acre-feet 20 2,130 2,150 2,170 2,190 2.210 2,230 2,250 2,270 2,290 2,310 2,330 2,350 2,370 2,390 2,410 2,430 2,450 2,459 2,470 5 10 27 60 95 127 160 195 237 278 325 377 434 494 557 640 678 725 10 40 100 00 80 400 1.200 100 120 2,900 5,000 140.. 8.000 160... 11,700 180 16,000 200 21,000 220 -. 27,000 240 33,800 260. . 42,300 280 51,100 300-- 62,000 320- 74,000 329- 80,000 340 . 88,000 canyon wall at and immediately upstream from the site. A large greenstone dike also cuts the slate on the right abutment. Rock of this dike is relatively hard, dense, moderately jointed, and only slightly weath- ered. Stripping on the abutments should not exceed seven feet of soil and weathered bedrock from under the earthen section of the dam. Five feet of gravel and boulders overlie bedrock in the channel section, and removal of three feet of bedrock beneath this fill would be necessary for shaping of the foundation under the impervious section of the dam. A number of abandoned mines in the left abutment of the dam site would require plugging to eliminate the possi- bility of leakage from the reservoir. A spillway could best be cut around the end of the dam across the right abutment. This would provide an excellent path for direct discharge from the spill- way along the line of the river course. The spillway cut would have to be lined throughout almost its entire length. Side cuts should stand on 1:1 slopes without danger of sliding. Materials for the combination earth- and rockfill structure, which is presently planned for this site, are available within feasible haul distances. Earth- fill for the impervious core is obtainable from a deep eoxcr of decomposed granite which lies on hill slopes of the Middle Fork drainage, about two miles north- west of the site. Paved roads provide ready access to several potential borrow areas in this vicinity. Excel- lent rockfill material can be quarried from the banks of the South Fork of the Mokelumne River immedi- ately downstream from the site. The area which would be inundated by the dam consists for the most part of forested land, with some land devoted to grazing. Some minor relocation of 1 tower and telephone lines would be required. About PLANS FOR WATER DEVELOPMENT 109 two miles of the paved highway between Railroad Flat and West Point, as well as about one mile of dirt road, would be inundated. A number of ranch homes and buildings lie within the reservoir area. As a result of yield studies, geologic reconnais- sance, and preliminary economic analysis, an earth- till dam, 329 feet in height from stream bed to spill- way lip, and with a crest elevation of 2,469 feet, was selected to illustrate estimates of cost of the Railroad Flat Project. The dam would have a crest length of about 1.060 feet, a crest width of 30 feet, and 2.5: 1 upstream and downstream slopes. The central imper- vious core would have a top width of 10 feet and 0.8 : 1 slopes. A 20-foot filter would blanket both the upstream and downstream slopes of the impervious section. The outer pervious zones of the dam would consist of quarried rock. The upstream face of the dam would be blanketed with derrick-placed rock. The volume of till would be an estimated 4,667,000 cubic yards. The spillway would be of the chute type, located across the right abutment. The control structure would consist of a curved ogee weir, followed by a concrete-lined chute about 1,150 feet in length. The maximum depth of water above the spillway lip would be 6 feet, and an additional 4 feet of freeboard would be provided. The spillway would have a capac- ity of 12,000 second-feet, required for an assumed maximum discharge of 180 second-feet per square mile of drainage area. The spillway would discharge into the main channel about 500 feet downstream from the toe of the dam. The outlet works would include a circular pressure tunnel, 8 feet in diameter and 2,500 feet in length, excavated through the left abutment and concrete- lined. The tunnel would be used to divert flow of the river during the construction period. After comple- tion of the dam a concrete plug would be placed in the tunnel about 500 feet from its lower end, and a 4-foot by 4-foot high-pressure slide gate would be in- stalled to control releases of water from the reser- voir. A 48-inch diameter steel pipe, with capacity of ,380 second-feet, would convey the water through the lower 500 feet of the tunnel, and would terminate in a 48-inch diameter IIowell-Bunger valve, at the .lower tunnel portal. The diversion dam on the Middle Fork of the Mokel- umne River, to divert flow of the Middle Fork to the South Fork, would consist of a concrete gravity over- pour section and apron, 10 feet in height above stream ;bed and some 60 feet in length. Headworks would be I; provided at the left abutment of the structure to control the flow into the conveyance canal. The head- works would consist of a 17-foot by 40-foot reinforced- concrete structure, 15 feet in height, provided with three 4-foot by 5-foot slide headgates. The headworks would also be provided with two 4-foot diameter slide sluice gates to waste entrapped sand and silt. The diverted water would be conveyed in a south- westerly direction in a concrete-lined canal of 100 second-foot capacity a distance of about 11,000 feet. The canal would be shoterete-lined, and of trapezoidal section, with 1:1 side slopes, bottom width of 3.0 feet, depth of 3.8 feet, freeboard of 1.0 foot, and slope of 9.8 feet per mile. The velocity of flow in the canal would be about 6.0 feet per second. The Clements and Lockeford Diversions, which would serve new water from the Mokelumne River to areas in the Eastern Mokelumne Unit south and north of the river have been described in detail in a previous section pertaining to the Delta-Mokelumne Diversion Project. The general features, locations of pumping plants, and routes of canals would be the same for the Railroad Flat Project. Furthermore, the size of the features and cost thereof would lie between those estimated for the Delta-Mokelumne Diversion Project and for the Mehrten Project. Curves were prepared relating capacities of the pumping plants and convey- ance systems to costs thereof for these two projects, and for corresponding features with an intermediate capacity of 35 second-feet. From these curves the costs of pumping plants and conveyance systems for the Railroad Flat Project were estimated. Pertinent data with respect to general features of the proposed Railroad Flat Dam and Reservoir, and facilities for diversion of flow thereto from the Middle Fork of the Mokelumne River, as designed for cost estimating purposes, are presented in Table 52. TABLE 52 GENERAL FEATURES OF RAILROAD FLAT PROJECT * EarthfiU Dam Crest elevation — 2,469 feet Crest length— 1,060 feet Crest width— 30 feet Height, spillway lip above stream bed — 329 feet Slide slopes — 2 .5:1 Freeboard, above spillway lip — 10 feet Elevation of stream bed — 2,130 feet Volume of fill— 4,667,000 cubic yards Reservoir Surface area at spillway lip — 678 acres Capacity at spillway lip — 80,000 acre-feet Drainage area — 66 square miles Estimated available mean seasonal runoff — 76,500 acre-feet Estimated seasonal new irrigation yield — 20.000 acre-feet Type of spillway — Chute, concrete-lined Spillway capacity — 12,000 second-feet Type of outlet — 8-foot diameter pressure tunnel and 48-inch diameter steel pipe through left abutment Middle Fork Diversion Conduit Type — Trapezoidal, shotcrete-lined canal Length, in miles — 2.1 Side slopes — 1:1 Bottom width — 3 . feet Depth— 3. 8 feet Freeboard — 1.0 foot Slope — 9 . 8 feet per mile Velocity — 6 . feet per second Capacity — 100 second-feet * Features for diversion and conveyance of new water to lands in Eastern Mokelumne Unit omitted. 110 SAN JOAQUIN COUNTY INVESTIGATION The capital cost of the Railroad Flat Project, on a It was estimated that mean seasonal runoff of Dry 3 per cent interesl basis and with prices prevailing Creek, from the 274 square miles of watershed above in April, 1953, was estimated to be $14,178,000. The the dam site, is about 99,000 acre-feet. Based upon corresponding annual costs were estimated to be about yield studies during the critical dry period which $594,000. The resultant estimated average unit cost occurred from 1927-28 through 1934-35, together with of the 20,000 acre-feet per season of new irrigation topography of the dam site, and cost analyses herein- yield from Railroad Flat Reservoir was about $29.70 after discussed, a reservoir of 40,000 acre-foot storage per acre-foot. On a 4 per cent interest basis the unit capacity, with estimated new seasonal irrigation yield cost of new irrigation yield per season was about of 21,000 acre-feet, was chosen for purposes of cost $35. 10 per acre-foot. estimates to be presented in this bulletin. It was con- ^ . , , ., , , , . - ,, t> -1 a sidered that present percolation of water in Drv Estimated capital and annual costs of the Railroad * * J ™ T> . r n , , , . Creek would continue under project operation trom Flat Project on a 3 per cent interest basis are sum- K : ? 1 . , :', „ ,, . .. 14 .- t-v j. i j ± i-- reservoir spill. Ihereiore, the irrigation vield ot 21,- manzed in the following tabulation. Detailed eost esti- __ n ^ r , . . j- T 000 acre-feet per season was assumed to be a new mates are presented in Appendix It. * . „ . . . Estimated Costs water supply. The yield study for this size of reser- Capital Annual voir is included in Appendix K. Railroad Flat Dam and Reservoir _$13,656,000 $051,000 It was estimated that losses in conveyance and dis- Middle Fork Diversion 179,000 8.000 tribution of the 21,000 acre-feet per season of new Subtotals $13,835,000 $559,000 irrigation yield, in the unlined canals of the Dry . Creek-Clements Conduit, would be about 25 per Pumping plant $47,000 $13,000 cent, leaving some 15,800 acre-feet for application to Conveyance system 48,000 2.000 irrigated lands. Based on a seasonal irrigation appli- Sub total S $95,000 $15,000 cation of 30 acre-feet per acre, the new water supply could serve 5,300 acres. Furthermore, based on an L °Pumping D plSt 10 ^- $39,000 $10,000 estimated seasonal consumptive use of applied water Conveyance system 209,000 lo.ooo of about 1.6 acre-feet per acre, percolation of the un- $948 000 $20 000 consumed portion of applied irrigation water, plus bubtota s ' ' canal percolation losses, would augment ground water TOTALS $14,178,000 $594,000 supplies by some 12,500 acre-feet per season. Maxi- mum elevation in the service area is about 125 feet. /one Project An estimate of the monthly distribution of demand Construction of a dam and reservoir on Dry Creek for irrigation water obtained from ground water in at the lone site would provide new irrigation yield to the San Joaquin Area was presented in Table 39. meet the present supplemental water requirement of Based on these data, it was estimated that the maxi- the portion of the Eastern Mokelumne Unit lying mum monthly diversions for the service area would north of the Mokelumne River, and for growth in occur in July, and would amount to about 22 per cent water utilization for a number of years into the fu- of the total seasonal diversion of 21,000 acre-feet, ture. Use of the new water supply would also prevent equivalent to a continuous flow of about 75 second- progressive lowering of ground water levels in the feet throughout the month. areas served. The lone site is located in Section 13, A topographic survey of the lone reservoir site up Township 5 North, Range 8 East, M. D. B. & M., to an elevation of 230 feet was made by the United about 7.5 miles southwest of lone, and one mile wesl States Bureau of Reclamation in 1946, and a map was of the San Joaquin-Amador county line. Tn addition drawn to a scale of 1 inch equals 200 feet, with a con- to the dam and reservoir, there would also be included tour interval of 5 feet. Storage capacities of the lone facilities for conveyance of the conserved water to Reservoir at various stages of water surface elevation, lands south of Dry Creek and north of the Mokelumne as derived from this map, are given in Table 53. River in the Eastern Mokelumne Unit. The proposed Based upon preliminary geological reconnaissance, lone Dam would be an earthfill structure with a the lone dam site is considered to be suitable for an chute-type spillway. Stream bed elevation at the dam earthfill dam of any height up to a maximum of site is about 160 feet. Flood waters of Dry Creek, con- about 150 feet. The foundation bedrock consists of a served by the reservoir and released on a demand series of nearly horizontal, well-bedded sediments, schedule during the irrigation season, would be con- These are primarily tuffaceous sandstones, inter- vened in a canal to a point about two miles northwest bedded with some conglomerate and with occasional of Clements to serve an area lying between Dry Creek siliceous shales, which are part of the lone formation and the Mokelumne River, just north of Loekeford. of Eocene age. Much of the exposed rock is friable This plan is hereinafter referred to as the " lone Proj- and thoroughly weathered, although some relatively ect " and its principal features are delineated on unweathered material, occurring chiefly in the con- Plate 22 entitled "lone Project." glomerate and shale interbeds, also outcrops. A man- PLANS FOR WATER DEVELOPMENT 111 TABLE 53 AREAS AND CAPACITIES OF IONE RESERVOIR Depth of water Water surface Water surface Storage at dam. elevation. USGS area. capacity. in feet datum, in feet in acres in acre-feet 160 100 5 . 165 200 1,000 10 170 330 3,000 15 175 500 5,500 20 180 740 9,500 25 185 1.020 14,000 30 190 1,400 20,000 35 195 1,900 29.000 40 200 2.420 40,000 45.-. 205 3.000 55.000 50 210 3,720 75,000 tie of red clay, containing- a high percentage of pebbles and cobbles, covers the hill slopes surround- ing the site. This material probably represents the Arroyo Seco formation of Pleistocene age. Structural features are not of primary importance at this site. Stripping should not exceed five feet on the abut- ments, but drill hole records indicate an average depth of about 20 feet of Recent gravels, sands, and clays across the bottom of the stream bed. A spillway could be placed around either end of the dam. or through any of several saddles to the north, depending upon the height of the structure. In any of these locations the entire spillway channel would have to be lined to prevent undue erosion of the soft underlying sediments. Adequate supplies of earth suitable for use in an impervious fill can be obtained upstream within the reservoir area. The average haul distance would be about two miles. Other required construction materials are located within feasible hauling distances, of the site. About 10 homes and groups of farm buildings would be inundated by a reservoir of the chosen capacity at the lone site. In addition, about tw 7 o miles of State Highway 88, including three major bridges, and ap- proximately 10 miles of surfaced county road, would require relocation. Lands within the reservoir area include some 300 acres of potentially highly produc- tive bottom land, and 2,000 acres of rolling grazing land. As a result of yield studies, geologic reconnaissance, and preliminary economic analysis, an earthfill dam, 40 feet in height from stream bed to spillway lip, and with a crest elevation of 215 feet, was selected to illus- trate estimates of cost of the Tone Project. The dam would have a crest length of about 1,630 feet, a crest width of 30 feet, and 2.5:1 upstream and 2:1 down- stream slopes. The central impervious core would have a top widtli of 10 feet and 1:1 slopes. The outer per- vious zones of the dam would consist of materials sal- vaged from excavation for the impervious core. The upstream slope of the dam would be faced with 5 feet of riprap. The volume of fill would be an estimated 598,000 cubic yards. The spillway would be of the chute type, located across the right abutment. The control structure would consist of a curved ogee weir, and would be followed by a discharge channel, concrete-lined for a distance of about 400 feet. The elevation of the spillway lip would be 200 feet. The maximum depth of water above the spillway lip would be 10 feet, and an additional 5 feet of freeboard would be provided. The spillway would have a capacity of 42,000 second-feet, required for an assumed discharge of 154 second-feet per square mile of drainage area. The spillway would dis- charge into Dry Creek about 1,500 feet below the downstream toe of the dam. The outlet works would consist of a 48-inch diam- eter steel pipe, placed in a trench excavated beneath the dam and encased in concrete. Releases of water from the reservoir would be controlled at the upstream end by a 4-foot by 4-foot slide gate operated from the crest of the dam. The outlet would be controlled at the downstream end by a 36-inch diameter Howell- Bunger valve, and the water would be released into a stilling basin, from which it could either enter the con- veyance canal, or spill through a wasteway into the Dry Creek channel. The stilling basin would be a rein- forced-concrete structure 10 feet in width, 40 feet in length, and 7 feet in height. The elevation of the bottom of the stilling basin would be about 161 feet- Plow from the stilling' basin to the canal w r ould be controlled by a 5-foot by 3.5-foot slide headgate set in a headwall. Excess w r ater in the stilling basin would discharge over a weir to return to Dry Creek down- stream from the dam. The length of the weir would be 10 feet, and its crest elevation 165 feet. The proposed Dry Creek-Clements Conduit, with a capacity of 85 second-feet, would extend from lone Dam in a southwesterly direction a distance of ap- proximately 12.5 miles to a point about two miles northwest of Clements. It would include a shotcrete- lined canal for an initial distance of 7.7 miles, which would be of trapezoidal section, with 1.5 :1 side slopes, bottom width of 4.0 feet, depth of 4.4 feet, and freeboard of 1.0 foot. Its slope would be approximately 1.7 feet per mile, and the ve- locity would be about 2.7 feet per second. It would follow the south bank of Dry Creek for about five miles, then turn south for a distance of about 2.5 miles to a crossing of Goose Creek at an elevation of 151 feet. The crossing at Goose Creek would be accom- plished by means of an inverted siphon some 2.000 feet in length, consisting of a 42-inch diameter steel pipe placed in a trench beneath the channel. The siphon would discharge into an nnlined canal of trapezoidal section, with 2: 1 side slopes, bottom width of 5.0 feet, depth of 4.6 feet, and freeboard of 1.0 foot. Its slope would be approximately 1.8 feet per mile, and the velocity would be about 2.0 feet per second. L12 SAX JOAQUIN COUNTY INVESTIGATION This canal would convey the water in a southerly di- rection for the remaining 4.5 miles to a terminus some two miles northeast of Clements at an elevation of approximately 140 feet. Pertinent data with respect to general features of the lone Project, as designed for cost estimating pur- poses, are presented in Table 54. TABLE 54 GENERAL FEATURES OF IONE PROJECT Earthfill Dam Crest elevation — 215 feet Crest length— 1,630 feet Crest width— 30 feet Height, spillway lip above stream bed — 40 feet Side slopes — 2.5:1 upstream 2:1 downstream Freeboard, above spillway lip — 15 feet Elevation of stream bed — 160 feet Volume of fill— 598,000 cubic yard- Reservoir Surface area at spillway lip — 2,420 acres Capacity at spillway lip — 40,000 acre-feet Drainage area — 274 square miles Estimated mean seasonal runoff — 99,000 acre-feet Estimated seasonal new irrigation yield — 21,000 acre-feet Type of spillway — Chute, concrete-lined Spillway capacity — 42,000 second-feet Type of outlet — 48-inch diameter steel pipe beneath dam Dry Creek-Clements Conduit Type.. Length, in miles Side slopes Bottom width, in feet Depth, in feet Freeboard , in feet Slope, in feet per mile Velocity, in feet per second Capacity, in second-feet Inverted siphon — 42-inch diameter steel pipe. 2,000 feet in length. Trapezoidal, shotcrete-lined canal 7.7 1.5:1 4.0 4.4 1.0 1.7 2.7 Trapezoidal, unlined canal 4.5 2:1 5.0 4.6 1.0 1.8 2.0 85 The capital cost of the lone Project, on a 3 per cent interest basis and with prices prevailing in April, 1953, was estimated to be $2,844,000. The correspond- ing annual costs were estimated to be about $122,000. The resultant estimated unit cost of the 21,000 acre- feet per season of new irrigation yield from the project was about $5.80 per acre-foot. On a 4 per cent interest basis, the unit cost of new water supply per season was about $7.20 per acre-foot. Estimated capital and annual costs of the lone Project on a 3 per cent interest basis are summarized in the following' tabulation. Detailed cost estimates are presented in Appendix L. lone Dam and Reservoir Dry Creek-Clements Conduit Estimated Costs Capital Annual $2,205,000 $94,000 __ 639,000 28,000 TOTALS $2,844,000 $122,000 As an alternative to the foregoing plan, prelim- inary consideration was given to construction of a larger dam and reservoir at the lone site, to store and develop the waters of Dry Creek and spill from the Mokelumne River at Pardee Dam. This alterna- tive project would provide new irrigation yield to meet the present supplemental water requirement in the Eastern Mokelumne Unit, and for growth in water utilization for a number of years in the future. The alternative project would include the construc- tion of an earthfill dam and reservoir of 250,000 acre-foot storage capacity at the lone site, and facili- ties for the conveyance of the conserved waters to lands north and south of the Mokelumne River in the Eastern Mokelumne Unit. Floodwaters of Dry Creek, and spill through the Jackson Creek spillway of Par- dee Dam, with maximum discharge capacity of 16,000 second-feet, would be conserved by the reservoir. Based upon yield studies during the critical dry period which occurred from 1927-28 through 1934-35, the estimated new irrigation yield made available by the project would be about 74,000 acre-feet per season. The conserved waters would be conveyed in an enlarged Dry Creek-Clements Conduit of 300 second- foot capacity, which would extend to the Mokelumne River to a terminus near Clements at an elevation of approximately 135 feet. Lands north of the Mokel- umne River in the Eastern Mokelumne Unit would be served from this conduit. New water required in the area lying south of the Mokelumne River, in the Eastern Mokelumne Unit, would be released to the Mokelumne River from the conduit and rediverted by a pumping plant at the Clements Diversion. The water would then be conveyed to the service area by means of a canal extending southerly to and discharging into Bear Creek, from which creek the water could be pumped by existing and new pumps to serve lands lying adjacent to the creek. The capacity of the pumping plant and conveyance canal would be 150 second-feet, Preliminary estimates of costs of the alternative project, on a 3 per cent interest basis, indicated that capital costs to deliver 74,000 acre-feet of water sea- sonally to the Eastern Mokelumne Unit would be about $6,660,000, and that annual costs would be about $345,000. The estimated average annual unit cost of the new yield delivered to service areas would be about $4.70 per acre-foot. Irish Hill Pro/ecf Construction of a dam and reservoir on Dry Creek at the Irish Hill site, together with a diversion from Sutter Creek, would provide new irrigation yield to meet the present supplemental requirement of the portion of the Eastern Mokelumne Unit lying north of the Mokelumne River, and for growth in water utilization in that area for a number of years into the future. Use of the new surface supply would also prevent progressive lowering of ground water levels in the area served. The Irish Hill site is located PLANS FOR WATER DEVELOPMENT 113 in Section 1, Township 6 North, Range 9 East, M. D. B. & M., about 5.5 miles downstream from State Highway 49. The project would also include a diver- sion from Dry Creek and facilities for conveyance of the conserved water to and its distribution in the por- tion of the Eastern Mokelumne Unit lying north of the Mokelumne River. The plan is hereinafter referred to as the "Irish Hill Project," and its principal fea- tures are delineated on Plate 23, entitled "Irish Hill Project." The proposed Irish Hill Dam would be an earthfill structure, with a chute-type spillway. Stream bed elevation at the dam site is about 400 feet. The diver- sion weir on Sutter Creek would replace an older structure which serves an existing ditch to Jackass Creek, and would consist of a concrete gravity over- pour structure located about 0.6 mile downstream from the community of Sutter Creek. The diverted water would be conveyed about 3.0 miles in a west- erly direction by flume, siphon, and canal to Horse Creek, tributary to Irish Hill Reservoir. Floodwaters of Dry and Sutter Creeks, conserved by Irish Hill Reservoir and released on a demand schedule during the irrigation season, would be diverted from Dry Creek in the northeast quarter of Section 13, Town- ship 5 North, Range 8 East, M. D. B. & M., and con- veyed by canal in a southwesterly direction for a dis- tance of about 12.2 miles to the service area. It was estimated that the mean seasonal runoff of Dry Creek, from its 77 square miles of watershed above the Irish Hill dam site, is about 34,000 acre- feet. The proposed Sutter Creek Diversion would con- vey 200 second-feet from Sutter Creek into the Irish Hill Reservoir, and would increase the mean seasonal runoff available at the dam site to about 53,000 acre-feet. Based upon yield* studies during the critical dry period which occurred from 1926-27 through 1934-35, together with topography of the dam site and cost analyses hereinafter dis- cussed, a reservoir of 43,500 acre-foot storage capacity, with estimated new seasonal irrigation yield of 20,000 acre-feet, was chosen for purposes of cost estimates to be presented in this bulletin. It was considered that present mean percolation of water in Dry Creek would continue under the project. Therefore, the irri- gation yield of 20,000 acre-feet per season was as- sumed to be a new water supply. The yield study for this size of reservoir is included in Appendix K. It was estimated that losses of water in conveyance and distribution of the 20,000 acre-feet per season of new irrigation yield assigned to the service area north of the Mokelumne River, in the unlined canals of the Dry Creek-Clements Diversion, would be about 25 per cent, leaving some 15,000 acre-feet of water for appli- cation to irrigated lands. Based on a seasonal irriga- tion application of 3.0 acre-feet per acre, the new water supply could serve 5,000 acres. It was estimated that seasonal consumptive use of applied water amounts to about 1.6 acre-feet per acre. On this basis, the unconsumed portion of applied irrigation water, plus canal percolation losses, would augment ground water supplies by some 12,000 acre-feet per season. The maximum elevation in the service area to be served is about 125 feet. The design capacity of the Dry Creek-Clements Diversion was based on the maximum monthly irriga- tion diversion in the San Joaquin Area, which occurs in July. This monthly demand would be equivalent to a continuous flow of about 70 second-feet. The capac- ity of the diversion was increased to 85 second-feet to provide for shorter-term peaking. Detailed dam and reservoir site topography, to an elevation of 520 feet, was obtained by the Division of Water Resources from a plane table survey made in 1947. This was supplemented by interpolation up to an elevation of 550 feet, from the United States Geo- logical Survey Sutter Creek Quadrangle, at a scale of 1:62,500 and with a contour interval of 50 feet. The resulting map, prepared by the Division of Water Resources, was drawn to a scale of 200 feet to the inch, with a contour interval of 10 feet. Storage capacities of the Irish Hill Reservoir at various stages of water surface elevation are given in Table 55. TABLE 55 AREAS AND CAPACITIES OF IRISH HILL RESERVOIR Depth of water at dam, in feet Water surface elevation, USGS datum, in feet Water surface area, in acres Storage capacity, in acre-feet 400 420 440 460 480 500 520 536 540 8 40 125 287 535 835 1,110 1,175 20 90 40.- . 500 60_. 2,100 80 6,100 100 120 136 14,300 27,800 43,500 140 47.900 Based upon preliminary geological reconnaissance, the Irish Hill dam site is considered to be suitable for an earthfill dam of any height up to at least 200 feet. Bedrock locally consists of a series of metamorphic rock, ranging from schists to greenstones, with the latter type predominant, These represent a part of the Mariposa formation of Upper Jurassic age. This formation locally lies in a narrow belt, trending slightly west of north, where it has been upended along the western edge of the Sierra Nevada mountain block. Parting and fissility are often quite pronounced, and the beds invariably stand nearly vertically along the regional strike. Consequently, the scattered out- crops are often very prominent and craggy. Jointing is secondary to developed schistosity and parting. 114 SAX JOAQUIN COUNTY INVESTIGATION Stripping beneath the impervious section of the main dam would average about 8 feet on the rig-lit abutment, including 5 feet of overburden and 3 feet of bedrock, and on the left abutment about 4 feet of overburden and 3 feet of bedrock. In the stream chan- nel, about 10 feet of silt and 2 feet of bedrock should be excavated prior to placement of embankment. It is indicated that the spillway excavation will require blasting generally below 8-foot depths. Cuts in over- burden would stand on slopes of about 1 :1, but would require protective lining where subjected to flows of high velocity. None of the materials from excavation operations, excepting perhaps rock from the spillway, is con- sidered siiitable for use as pervious fill or riprap. The principal source of pervious material would be from deposits of dredger tailings in the stream channel downstream. Impervious borrow is obtainable within a 2.5-mile radius of the site, from thin coatings of overburden on uneven land upstream or to the west, or within a slightly greater distance from the floor of lone Valley to the southeast. The area which woidd be inundated by the dam consists for the most part of grazing land. Few im- provements exist within the reservoir area. About two miles of State Highway 104 would be inundated. As a result of yield studies, geologic reconnaissance, and preliminary economic analysis, an earthfill dam, 136 feet in height from stream bed to spillway lip, and with a crest elevation of 550 feet, was selected to illustrate estimates of cost of the Irish Hill Project The dam would have a crest length of 1,050 feet, a crest width of 30 feet, and 2.5 : 1 upstream and down- stream slopes. The central impervious core would have a top width of 10 feet and side slopes of 0.8:1. A re- quired saddle dam, about 0.5 mile southerly from the left abutment of the main dam, would have a crest length of about 440 feet and a maximum height of about 30 feet, The saddle dam would be constructed entirely of impervious materials, and would have a top width of 20 feet and side slopes of 2.5:1. The up- stream slope of the main dam and both slopes of the saddle dam would be protected with selected cobbles or riprap. The total volume of fill in the main dam and the saddle dam would be about 820,000 cubic yards. The spillway would be of the chute type, located in a cut through the left abutment of the main dam. The control structure would consist of a curved ogee weir, 200 feet in length. From the w T eir, the sides of the spillway would converge gradually to a width of about 100 feet in a distance of 300 feet. Lining would lie continued for a distance of 400 feet to a point wdiere the spillway cut would intersect a natural ravine lead- ing back into Dry Creek below the dam. The maximum depth of water above the spillway lip would be 10 feet, and an additional 4 feet of freeboard would be provided. The spillway would have a capacity of 22,000 second-feet, required for an assumed maximum discharge of 290 second-feet per square mile of drain- age area. The outlet works w^ould consist of a 48-inch diam- eter steel pipe, 760 feet in length, encased in concrete under the left abutment of the dam. Suitable cutoff fins would be cast in the concrete encasement, and settlement would be avoided by founding the outlet in a trench on bedrock. Flow into the outlet would be through a twin 36-inch diameter manifold, protected by trash racks and equipped with hydraulically op- erated butterfly emergency gates. Releases would be regulated at the downstream end of the outlet by a 48-inch diameter Howell-Bunger valve. The outlet would have a discharging capacity of 100 second-feet under a 5-foot head. With the aid of relatively low cofferdams the outlet would be utilized for diverting stream flow during construction of the dam. The diversion dam on Sutter Creek, to divert flow of Sutter Creek to Dry Creek, would consist of a concrete gravity overpour section, 6 feet in height above the stream bed elevation of 1,071 feet, and some 100 feet in length. Headworks would be provided at the right abutment of the structure to control diver- sions. The headworks Avould consist of a 10-foot by 40-foot reinforced-concrete box, 10 feet in height, pro- vided with two 4-foot by 4-foot slide headgates. The headworks would also be provided with a 2-foot by 2-foot slide sluice gate to waste entrapped sand and silt. The diverted water would be conveyed in a west- erly direction in a Lennon type flume of 200 second- foot capacity a distance of about 1.6 miles. The flume would have a diameter of 99 inches and a slope of 10.5 feet per mile, and the velocity of flow would be 8.7 feet per second. From the flume the water would tlow through about 0.6 mile of lined canal, a 308-foot length of 60-inch diameter steel pipe inverted siphon, another 0.1 mile of lined canal, and 375 feet of 60- inch diameter steel pipe in a cut and cover section, discharging into Jackass Creek at an elevation of 1,029 feet. The water would be rediverted from Jackass Creek about 0.5 mile downstream at an eleva- tion of about 1,000 feet, From the small reinforced- concrete diversion weir, the water would flow north- erly in a lined canal for about 0.6 mile to discharge into a tributary of Horse Creek above Irish Hill Reservoir. This last section would include a steel pipe inverted siphon crossing of Mule Creek. The siphon would be 325 feet in length and 60 inches in diameter. The canal sections would be shotcrete-lined and of trapezoidal section, with 1:1 side slopes, bottom width of 5.0 feet, depth of 5.0 feet, freeboard of 1.0 foot and slope of 6.0 feet per mile. The velocity of flow in the canals would be about 5.6 feet per second. PLAXS FOR WATER DEVELOPMENT 115 The proposed diversion weir on Dry Creek would consist of a concrete gravity overpour section with a crest elevation of 166 feet, and concrete aprons 50 feet ami 15 feet upstream and downstream from the overpour section, respectively. At the end of the up- stream apron a 30-foot impervious fill and cutoff wall would lie provided. The gravity overpour section would be 6 feet in height above stream bed, and some 1,200 feet in length. A sluiceway 10 feet in width, and provided with movable flashboards, would be pro- vided through the gravity section of the weir. The elevation at the bottom of the sluiceway would be 160 feet. The conveyance canal, with a capacity of 85 second- feet, would extend from the point of diversion in a southwesterly direction a distance of about 12.5 miles to a point about two miles northwest of Clements. The headworks of the canal would be located in the left abutment of the diversion weir, and would con- sist of a reinforced-concrete headwall 12 feet in height, provided with a 4-foot by 5-foot slide head- gate. The canal would be shotcrete-lined for a dis- tance of 7.7 miles, and would be of trapezoidal section, with 1.5:1 side slopes, bottom width of 4.0 feet, depth of 4.4 feet, and freeboard of 1.0 foot. Its slope would be approximately 1.7 feet per mile, and the velocity would be about 2.7 feet per second. It would follow the south bank of Dry Creek for about five miles, then turn south for a distance of about 2.5 miles, to a crossing at Goose Creek at an elevation of 151 feet. The crossing of Goose Creek would be ac- complished by means of an inverted siphon some 2,000 feet in length, consisting of a 42-inch diameter steel pipe placed in a trench beneath the channel. The siphon would discharge into an unlined canal of trape- zoidal section, with 2 :1 side slopes, bottom width of 5.0 feet, depth of 4.6 feet, and freeboard of 1.0 foot. Its slope would be approximately 1.8 feet per mile, and the velocity would be about 2.0 feet per second. This canal would convey the water in a southerly di- rection for the remaining 4.5 miles to a terminus two miles northeast of Clements, where the elevation would be approximately 140 feet. Pertinent data with respect to general features of the Irish Hill Project, as designed for cost estimating purposes, are presented in Table 56. The capital cost of the Irish Hill Project, on a 3 per cent interest basis and with prices prevailing in April. 1953. was estimated to be $3,844,000. Corre- sponding annual costs were estimated to be about $167,000. The resultant estimated average unit cost of the 20,000 acre-feet per season of new irrigation yield from the Irish Hill Project was about $8.35 per acre-foot. On a 4 per cent interest basis, the unit cost of new water supply per season was about $9.80 per acre-foot. TABLE 56 GENERAL FEATURES OF IRISH HILL PROJECT Main Earthfill Dam Crest elevation — 550 feet Crest length— 1 ,050 feet Crest width — 30 feet Height, spillway lip above stream bed — 136 feet Side slopes — 2.5:1 Freeboard, above spillway lip — 14 feet Elevation of stream bed — 400 feet Volume of fill— 780,000 cubic yards Auxiliary Saddle Dam Crest length — 440 feet Crest width— 20 feet Side slopes — 2.5:1 Maximum height — 30 feet Volume of fill — 40,000 cubic yards Reservoir Surface area at spillway lip — 1,110 acres Capacity at spillway lip — 43,500 acre-feet Drainage area — 77 square miles natural tributary plus 54 square miles diverted Estimated mean seasonal runoff — 53,000 acre-feet (including diverted flow of Sutter Creek) Estimated seasonal new irrigation yield — 20,000 acre-feet Type of spillway — Lined chute with ogee weir control Spillway capacity — 22,000 second-feet Type of outlet — 48-inch diameter steel pipe beneath dam Sutter Creek-Dry Creek Diversion Diversion Works — Concrete gravity weir, with overpour section, approxi- mately 100 feet in length, and approximately 6 feet high above stream bed elevation of about 1,071 feet; reinforced-concrete headworks provided with two 4-foot by 4-foot slide headgates and a 2-foot by 2-foot sluice gate Conveyance Conduits Conveyance Conduits — continued Type — Trapezoidal, shotcrete- Type — Lennon-type flume lined canal in three Length — 1.6 miles sections Total length— 1.3 miles Side slopes — 1:1 Bottom width — 5 feet Depth — 5 feet Freeboard — 1.0 foot Slope — 6.3 feet per mile Velocity — 5.5 feet per second Capacity — 200 second-feet Siphons Diameter — 99 inches Slope — 10.5 feet per mile Velocity — 8.7 feet per second Capacity — 200 second-feet Cut and Cover Section Type — Inverted welded steel pipe Type — Welded steel pipe in two sections Total length— 633 feet Diameter — 60 inches Velocity — 10.2 feet per second Capacity — 200 second-feet Length— 375 feet Diameter — 60 inches Velocity — 10.2 feet per second Capacity — 200 second-feet Dry Creek-Clements Diversion Diversion Works — Concrete gravity weir, with overpour section and con- crete aprons upstream and downstream, approxi- mately 1,200 feet in length, and approximately 6 feet high above stream bed elevation of about 160 feet; reinforced-concrete headworks provided with one 4-foot by 5-foot slide headgate Conveyance Conduit Type Length, in miles Side slopes Bottom width, in feet Depth, in feet Freeboard, in feet Slope, in feet per mile Velocity, in feet per second Capacity, in second-feet Inverted siphon — 42-inch diameter steel pipe 2,000 feet in length Trapezoidal, Trapezoidal shotcrete- unlined lined canal canal 7.7 4.5 1.5:1 2:1 4.0 5.0 4.4 4.6 1.0 1.0 1.7 1.8 2.7 2.0 85 85 ' (Courtesy of Sfockion Chamber of Commerce} Typical Delta Lands Near Stockton . PLANS FOR WATER DEVELOPMENT 117 Estimated capital and annual costs of the Irish Hill Project on a 3 per cent interest basis are sum- marized in the following' tabulation. Detailed cost estimates are presented in Appendix L. Estimated Costs Capital Annual Irish Hill Dam and Reservoir $2,159,000 $92,000 Sutter Creek Diversion Dry Creek-Clements Diversion. TOTALS 538,000 1.147.ased on information supplied by the Corps of Engineers, the average annual direct flood control benefits creditable to the New Hogan Project would be about $320,000. If a contribution equivalent to $320,000 annually were made by the Federal Govern- ment in the interest of flood control, the estimated unit cost of the new irrigation yield per season would be about $2.65 per acre-foot on a 3 per cent interest basis, and about $4.30 per acre-foot on a 4 per cent interest basis. Estimated capital and annual costs of the New Hogan Project on a 3 per cent interest basis are sum- marized in the following tabulation. Detailed cost esti- mates are presented in Appendix L. Estimated Goxts Capital Annual New Hogan Dam and Reservoir.. $9,768,000 $418,000 Bellota-Linden Diversion 310.000 15,000 Bellota-Farmington Diversion ___ 286,000 14,000 TOTALS __. $10,364,000 $447,000 Delta-Littlejohns Diversion Projecf The present requirement for supplemental water in the Little Johns Unit could be provided by a pumped diversion of water from the Sacramento-San Joaquin Delta. A satisfactory site for such a diversion exists on French Camp Slough, about 0.2 mile north of French Camp. Water available in the Sacramento-San Joaquin Delta, over and above requirements of the Central Valley Project and other established rights and commitments, would be insufficient to meet re- quirements in the Littlejohns Unit in some months during the irrigation season of certain dry years. Such shortages would have occurred in 11 years during the 25-year period from 1927 through 1951. However, a firm water supply could be obtained in the Delta either from the Feather River or Folsom Projects. TABLE 59 GENERAL FEATURES OF NEW HOGAN PROJECT Main Earthfill Dam Crest elevation — 730 feet Crest length— 1,850 feet Crest width— 30 feet Height, spillway lip above stream bed — 182 feet Side slopes — 3:1 upstream 2.5:1 downstream Freeboard, above spillway lip — 19 feet Elevation of stream bed — 529 feet Volume of fill— 3,806,000 cubic yards Auxiliary Earthfill Dams South saddle dams (2) Crest lengths, total — 1 ,750 feet Crest widths— 30 feet Side slopes — 3:1 upstream 2.5:1 downstream Maximum height — 50 feet North saddle dams (2) Crest lengths, total— 1,870 feet Crest widths— 20 feet Side slopes — 2 .5:1 Maximum height — 14 feet Volume of fill, all saddle dams — 466,000 cubic yards Reservoir Surface area at spillway lip — 4,500 acres Capacity at spillway lip — 315,000 acre-feet Flood control reservation — 125,000 acre-feet Drainage area — 363 square miles Estimated mean seasonal runoff — 187,500 acre-feet Estimated new seasonal irrigation yield — 48,000 acre-feet Type of spillway — Concrete-lined chute with ogee weir control section Spillway capacity — 80,000 second-feet Type of outlet — Two 10-foot diameter and one 7-foot diameter steel pipes in tunnel Outlet capacity — 10,000 second-feet with water surface at elevation of 679 feet Bellota-Linden Diversion Diversion Works — Existing diversion weir on Mormon Slough; reinforced- concrete weir with dashboard; crest length 110 feet, crest elevation 114 feet. Existing control works at head of Calaveras River channel, to regulate diversion into that channel ; gated overpour reinforced-concrete control structure; four 4-foot by 4-foot hand-operated gate valves; elevation, bottom of gates 107.8 feet. Existing diversion weir on Calaveras River channel, owned by Linden Irrigation District, approximately 5 feet high above stream bed, crest elevation of about 102 feet. Reinforced-concrete headworks provided with two 42-ineh slide gates. Conveyance conduit Type Length, in miles Side slopes Bottom width, in feet Depth, in feet Freeboard, in feet Slope, in feet per mile Velocity, in feet per second Capacity, in second-feet Trapezoidal, unlined 4.9 2:1 8 5 1 1.8 2.0 125 Bellota-Farmington Diversion Diversion weir — Concrete gravity weir, with overpour section, 100 feet in length, 9 feet high above stream bed, crest elevation about 1 20 feet. Reinforced-concrete headworks provided with a 5-foot by 5-foot slide gate and two 30-inch by 30- inch sluice gates. Conveyance conduit Type Length, in miles Side slopes Bottom width, in feet Depth, in feet Freeboard, in feet Slope, in feet per mile Velocity, in feet per second Capacity, in second-feet Trapezoidal, unlined 12.7 2:1 6.0 4.4 1.0 1.2 2.0 85 124 SAN JOAQUIN COUNTY INVESTIGATION Under the plan considered, water pumped from the Delta would be conveyed upstream in the channel of Littlejohns Creek by means of a series of pump lifts to two points of delivery above Farmington. Water would be diverted enroute to service areas in the Lit- tlejohns Unit lying north and south of Littlejohns ( 'reek. This plan is hereinafter referred to as the "Delta-Littlejohns Diversion Project," and its prin- cipal features are delineated on Plate 26, entitled "Delta-Littlejohns Diversion Project." The Delta-Littlejohns Diversion Project was de- signed to provide a seasonal diversion of 60,000 acre- feet of supplemental water, of which 20,000 acre-feet would be served north of Littlejohns Creek and the remainder south of the creek. About 50,500 acre-feet of the new water per season would be necessary to meet the present supplemental requirement of the Littlejohns Unit, and the remainder would be avail- able for additional development of irrigable lands. It was estimated that losses in conveyance and dis- tribution of the new water supply would be about 20 per cent of the gross diversion, leaving about 48,000 acre-feet per season for application to lands. Based on an indicated seasonal irrigation application of 6.0 acre-feet per acre to lands in the Littlejohns Unit, the new water supply could serve some 8,000 acres. As stated in the foregoing section on the New Hogan Project, the seasonal consumptive use of applied water in the Littlejohns Unit was estimated to be 3.8 acre- feet per acre. On this basis, percolation from the un- consumed portion of applied irrigation water, plus canal percolation losses, would augment ground water supplies in the Littlejohns Unit by some 29,600 acre- feet per season. The capacity of the diversion works and conveyance conduit was designed to be 250 second-feet, which capacity would provide for the maximum monthly demand rate of 213 second-feet, plus additional ca- pacity for shorter-term peaking in excess of the maxi- mum monthly rate. The maximum elevation of the area served is about 125 feet. The Corps of Engineers, United States Army, has plans for aligning and enlarging three channels of Littlejohns Creek to increase their flood flow capacity to 1,050 second-feet, 750 second-feet, and 250 second- feet, respectively. These plans contemplate similar w 7 ork in the portion of French Camp Slough between the mouth of Littlejohns Creek and the Western Pacific Railroad trestle. The resulting channel of French Camp Slough below the mouth of Littlejohns Creek will have a bottom widtli of 40 feet, and 2 : 1 side slopes. The channel of Littlejohns Creek having a flood floAv capacity of 1,050 second-feet will have a bottom width of 25 feet and 2 : 1 side slopes. Estimates of costs for the Littlejohns Project reported herein contemplate the use of these improved channels for the project, thus substantially reducing channel ex- cavation and rights of way costs. Under the plan considered, the diversion of sur- plus water from the Sacramento-San Joaquin Delta would be made from French Camp Slough by a pumping plant located in the soutlnvest quarter of Section 36, Township 1 North, Range 6 East, M. D. B. & M. The channel of French Camp Slough would be dredged downstream from the pumping plant for a distance of approximately 2,500 feet. The elevation of the bottom of the dredged channel at the pumping plant would be minus 4.0 feet. The elevation of the delta water surface at point of diversion is subject to tidal fluctuation, and would vary from a minimum elevation of about minus 1 foot to a maxi- mum elevation of about 5.0 feet, and would average about 2.0 feet, At the point of diversion the water would be pumped into a pipe placed under the Western Pacific Railroad trestle and French Camp Road, and extend- ing in a southeasterly direction for a distance of about 500 feet, where the water would be discharged behind a radial gate check dam on French Camp Slough at an elevation of about 20 feet. The required pumping plant would effect the first of 10 pumping lifts needed to deliver the diverted water to the upper end of the project at an elevation of about 125 feet, and is designated Pumping Plant Xo. 1. Features of a typical pumping plant considered for the Delta-Littlejohns Project are shown on Plate 26. In order to permit flexibility in operation. Pumping Plant No. 1 would consist of a battery of five elec- trically driven pumps, each of 36-inch diameter and with individual pumping capacities of about 55 second- feet. The pumps would be of the vertical, axial-flow, propeller type, each driven by a 250-horsepower motor, and would operate under a head of about 20 feet. The pumps and motors would be housed in a corrugated metal structure, set on a reinforced- concrete slab which would be mounted on concrete piles. The pumps would lift water from a sump located below the pumping plant. The bottom eleva- tion of the sump would be about minus 6 feet. The reinforced-concrete pipe into which the pumps would discharge the diverted water would he 5 feet in diameter and would have a capacity of 250 second- feei. The diverted water would be discharged into French Cam]) Slough just east of the Western Pa- cific Railroad, behind a check dam which would main- tain the water surface elevation behind the dam at 20 feet. The dam would be equipped with two 10-foot radial «ates, 30 feet in length, with motor-operated hoists. The gates when closed would seat on the crest of a gravity concrete ogee weir, about 60 feet in length. The crest of the weir would be at an eleva- tion of 10 feet. Auxiliary check dams, provided with removable flashboards, would be necessary on Lone Tree Creek and the north branch of Littlejohns Creek, in order to retain the diverted water in the PLANS FOR WATER DEVELOPMENT 125 channel of Littlejohns Creek for its further convey- ance eastward to areas of use. The remaining- nine pumping- plants that would be required to lift the diverted water to areas of use were designated Pumping Plants Nos. 2 to 10, con- secutively, and their locations would be about 19,000 feet, 28,000 feet, 38,000 feet, 48,000 feet, 60,000 feet, 73,000 feet, 89,000 feet, 100,000 feet, and 108,000 feet, respectively, upstream on Littlejohns Creek from Pumping Plant No. 1. At Pumping Plant No. 10 a portion of the new water supply would be pumped in a northeasterly direction a distance of about 3,700 feet to an elevation of about 125 feet. The remainder of the new supply would be pumped southwesterly from Plant No. 10 a distance of about 1,000 feet, also to an elevation of about 125 feet. In order to permit flexibility in operation of the project, design of Pumping Plants Nos. 2 through 9 was based on installation of five electrically driven, vertical, axial-flow, propeller type pumping units at each plant. Each of the units would comprise a 42- inch diameter pump with capacity of 55 second-feet, driven by a 100-horsepower motor. The pumps would be operated at a maximum pumping head of about 12 feet at each plant. The pumping units would be of the all-weather type, mounted on a reinforced- concrete slab. The units would pump from sumps into the upstream pools, formed by a check dam equipped with a 10-foot radial gate, 22 feet in width, at each bumping lift. The gates would have motor-operated hoists, and would seat on the crest of gravity con- crete ogee weirs, with crest lengths of 22 feet. The top of the weir crest would be at the elevation of the natural stream bed at each pumping plant. The radial gates would be so operated that when, winter runoff begins, the gates would be in a raised position and the flood flows could pass down the stream channel without impairment. Maximum water sur- face elevation immediately upstream from Pumping Plants Xos. 1, 2, 3, 4, 5, 6, 7, 8, and 9 would be about 20 feet. 30 feet, 40 feet, 50 feet, 60 feet, 70 feet, 80 feet, 90 feet, and 100 feet, respectively. The design of Pumping Plant No. 10 contemplated installation of four electrically driven, vertical, axial-flow, propeller type pumping units. The two units pumping water to the northeast would each comprise a 30-inch diameter pump with a capacity of about 45 second-feet, driven by a 400-horsepower motor. The pumps would be operated at a maximum pumping head of about 35 feet. The two units pump- ing water to the southwest would each comprise a 48-inch diameter pump with a capacity of about 90 ', second-feet, driven by a 250-horsepower motor. These latter two pumps would be operated at a maximum pumping head of about 28 feet. The pumping units would be of the all-weather type, mounted on rein- forced-concrete slabs. The units would pump from a sump excavated to an elevation of about 94 feet between Pumping Plants Nos. 9 and 10. The conveyance channel between the respective pumping plants, from French Camp Slough to Pump- ing Plant No. 10, would comprise the existing channel of Littlejohns Creek up to a point approximately mid- way between the plants. From these approximate mid points, the existing channel would be excavated to the next pumping plant upstream. The excavated channel sections would be trapezoidal in shape, and would vary from a 25-foot bottom width at the be- ginning of cuts to a 5-foot bottom width at the en- trance to the respective pumping plants. The exca- vated sections would have 2 :1 side slopes. The water depth of the excavated sections would be 6.0 feet with 1.0 foot of freeboard. Conveyance of some 20,000 acre-feet per season of the new water supply to the northeast of Pumping Plant No. 10 would be made through two 48-inch diameter reinforced-concrete pipes, with a total ca- pacity of 90 second-feet. The remainder of the new supply, about 40,000 acre-feet per season, would be conveyed southwesterly through two 66-inch diameter reinforced-concrete pipes with a total capacity of 180 second-feet. Pertinent data with respect to general features of the Delta-Littlejohns Project, as designed for cost estimating purposes, are presented in Table 60. The capital cost of the Delta-Littlejohns Diversion Project, on a 3 per cent interest basis and with prices prevailing in April, 1953, was estimated to be about $1,614,000. Corresponding annual costs were esti- mated to be about $282,000. The resultant estimated average unit cost of the 60,000 acre-feet of new water supply per season was about $4.70 per acre- foot, not including costs for firming up the diverted supply from the Delta with water from the Feather River or Folsom Projects. On a 4 per cent interest basis, the estimated unit cost of the new water supply per season was about $4.90 per acre-foot. Detailed cost estimates on a 3 per cent interest basis are pre- sented in Appendix L. New Melones Project The present and a large portion of the ultimate supplemental water requirement in the San Joaquin Area could be provided by construction of a dam and reservoir on the Stanislaus River at the New Melones site, and conveyance of the conserved waters to the San Joaquin Area by means of a tunnel, canals, and siphons. The New Melones dam site is located about 0.5 mile downstream from the existing Melones Dam, in Sections 10 and 11, Township 1 North, Range 13 East, M. D. B. & M., about 12 miles upstream from Knights Ferry. Water conserved in the reservoir would be released through an enlarged Melones Power Plant, and would be diverted from the Stanis- New Melones Dam Site on Stanislaus River PLANS FOR WATER DEVELOPMENT 127 TABLE 60 GENERAL FEATURES OF DELTA-LITTLEJOHNS PROJECT Pumping Plants Plant No. 1 Pumps — 5 vertical, axial-flow, propellor type, 55 second-foot capacity each Estimated minimum water surface elevation at plant — Minus 1 foot Discharge elevation — 20 feet Estimated maximum pumping head — 29 feet Installed pumping capacity — 275 second-feet Estimated maximum monthly demand — 213 second-feet Estimated gross seasonal diversion — 60,000 acre-feet Motors — Vertical shielded squirrel cage. 250-horsepower each Pump support — Reinforced-concrete slab on concrete piles Pumping sump — Reinforced-concrete, 15 feet by 30 feet, 15 feet depth, equipped with trash racks Check Dam Weir — Reinforced-concrete ogee weir, 60-foot crest length Gates — Two 10-foot by 30-foot radial gates with motor-operated hoists Pumping Plants Nos. 2, 3, 4, 5, 6, 7, 8, and 9 Pumps — 5 vertical, axial-flow, propellor type, 55 second-foot capacity each Estimated maximum pumping head — 12 feet Installed pumping capacity — 275 second-feet Estimated maximum monthly demand — 213 second-feet Estimated gross seasonal diversion — 60,000 acre-feet Motors — 5 all-weather type, 100-horsepower each Pump support — Reinforced-concrete slab Pumping Plants Nos. 2. 3, 4, 5, 6, 7, 8, and 9 — Continued Pumping sump — Right bank, reinforced-concrete, 13 feet by 13 feet, 10 feet in depth, equipped with trash racks Left bank, reinforced-concrete, 13 feet by 18 feet, 10 feet in depth, equipped with trash racks Weir — Reinforced-concrete ogee weir, 22-foot crest length Gate — One 10-foot by 22-foot radial gate with motor-operated hoist Pumping Plant No. 10 Pumps (northeast) — 2 vertical, axial-flow, propellor type, 45 second-foot capacity each Pumps (southwest) — 2 vertical, axial-flow, propellor type, 90 second-foot capacity each Estimated maximum pumping head (northeast) — 35 feet Estimated maximum pumping head (southwest) — 28 feet Installed pumping capacity (northeast) — 90 second-feet Installed pumping capacity (southwest) — 180 second-feet Estimated maximum monthly demand (northeast) — 71 second-feet Estimated maximum monthly demand (southwest) — 142 second-feet Estimated gross seasonal diversion (northeast) — 20,000 acre-feet Estimated gross seasonal diversion (southwest) — 40,000 acre-feet Motors (northeast) — 2 all-weather type, 400-horsepower each Motors (southwest) — 2 all-weather type, 250-horsepower each Pump support — Reinforced-concrete slabs Pumping sumps — 2 reinforced-concrete, 16 feet by 1 1 feet, 7 feet in depth, equipped with trash racks Conveyance System Reach French Camp Slough to Littlejohns Creek I.ittlejohns Creek to Plant No. 2 Plant No. 2 to Plant No. 3 Plant No. 3 to Plant No. 4 Plant No. 4 to Plant No. 5 Plant No. 5 to Plant No. 6 Plant No. 6 to Plant No. 7 Plant No. 7 to Plant No. 8 Plant No. 8 to Plant No. 9 Plant No. 9 to Plant No. 10 Length, in miles 2.2 1.3 1.8 2.0 2.3 2.5 3.0 2.1 1.5 Side slopes 2:1 2:1 2:1 2:1 2:1 2:1 2:1 2:1 2:1 Bottom width, in feet 40 variable 25 to 5 variable 25 to 5 variable 25 to 5 variable 25 to 5 variable 25 to 5 variable 25 to 5 variable 25 to 5 variable 25 to 5 variable 25 to 5 Depth, in feet variable 5 to 10 5.0 variable 10 to 5 variable 10 to 5 variable 10 to 5 variable 10 to 5 variable 10 to 5 variable 10 to 5 variable 10 to 5 variable 10 to 6 Freeboard, feet variable 1 to 6 variable 1 to 10 variable 1 to 10 variable 1 to 10 variable 1 to 10 variable 1 to 10 variable 1 to 10 variable 1 to 10 variable 1 to 10 variable 1 to 10 Velocity, in feet per second variable 0.4 to 1 variable 1.4 to 3.3 variable 1.4 to 3.3 variable 1.4 to 3.3 variable 1 . 4 to 3 . 3 variable 1.4 to 3.3 variable 1.4 to 3.3 variable 1 . 4 to 3 . 3 variable 1.4 to 3.3 variable 1 . 4 to 3 . Capacity, in second-feet 250 250 250 250 250 250 250 250 250 250 Pipe Lines (northeast) — two Type — Reinforced concrete Length — 3,700 feet each Diameter — 48 inches each Capacity — 45 second-feet each Outlet elevations — 125 feet Pipe Lines (southwest) — two Type — Reinforced concrete Length— 1,000 feet each Diameter — 66 inches each Capacity — 90 second-feet each Outlet elevations — 125 feet laus River at the proposed Tulloeh Dam, and con- veyed through a tunnel to Littlejohns Creek at a point about a mile west of Goodwin Dam. The water would be diverted from Littlejohns Creek at a point about two miles downstream, and conveyed by canals and siphons to service areas in the Littlejohns, Cala- veras, and Eastern Mokelumne Units, as well as to lands in Stanislaus County east of the Littlejohns Unit. In addition to servin«- irrigated lands, provision would also be made for diversion, treatment, and con- veyance of a supplemental water supply to the City of Stockton. This diversion would be made from a small regulatory reservoir located on the main con- veyance conduit at the San Joaquin-Stanislaus 128 SAX JOAQUIN COUNTY INVESTIGATION county line, about eight miles east of Linden. The projecl is hereinafter referred to as the "New Melones Project," and its principal features are designated the "New Melones Dam and Reservoir," "Stanislaus-San Joaquin Diversion," and "Flood Road-Stockton Di- version." General features at the project are shown on Plate 27, entitled "New Melones Project." New Melones Dam and Reservoir. Construction of the New Melones Dam and Reservoir has been authorized by the Federal Government and by the State of California, but funds for construction of the project by the Corps of Engineers, United States Army, have not been appropriated by the Congress. Although the storage capacity considered for New Melones Reservoir for purposes of this bulletin is the same as that proposed by the Corps of Engineers, fea- tures of the dam and reservoir described herein were determined as the result of studies made in connection with the current investigation. The proposed New Melones Dam would be a con- crete gravity structure, with a gate-controlled over- pour spillway. Stream bed elevation at the dam site is about 515 feet. The reservoir would inundate the existing Melones Dam and Reservoir. Irrigation and power releases of water would be made from the reservoir to the existing pressure tunnel serving the Melones Power Plant, and the installed power ca- pacity of the power plant would be increased to ac- commodate the increased head and water supply. The new water supply developed by the project would then be diverted from the Stanislaus River at the pro- posed Tulloch Dam, a feature of the Tri-Dam Project proposed jointly by the Oakdale and South San Joa- quin Irrigation Districts, and conveyed to the San Joaquin Area. It was estimated that mean seasonal runoff of the Stanislaus River, from the 900 square miles of water- shed above the New Melones dam site, is about 1,193,- 000 acre-feet. Based upon yield studies during the critical dry period which occurred from 1920-21 through 1934-35, together with topography of the dam site and cost analyses hereinafter discussed, a reservoir of 1,100,000 acre-foot storage capacity, with estimated new seasonal irrigation yield of 300,000 acre-feet, was chosen for purposes of cost estimates to be presented in this bulletin. Studies from which the yield was determined were based on the assumption that the principal adjudicated rights in the Stanis- laus River Decree were valid, and, therefore, a diver- sion of water at rates up to 88 second-feet, when available, or about 50, 000 acre-feet per season, would be made from the North Fork of the Stanislaus River through the I'tica Canal, and that a diversion of water at rates up to 52 second-feet, when available, or about 30,000 acre-feet per season, would be made from the South Fork of the Stanislaus River to Tuolumne County. It was also assumed that the Tri- Dam Project, for the development of the Middle Fork and main stem of the Stanislaus River, would be con- structed and in operation. The yield study for a reser- voir at the New Melones site with 1,100,000 acre-foot storage capacity is included in Appendix K. Studies were also conducted to determine the new irrigation yield from New Melones Reservoir under the added assumption that the ultimate water re- quirements in Calaveras and Tuolumne Counties would be largely met by water from the Stanislaus River. These estimated requirements, over and above the amount of the adjudicated rights on the North Fork and South Fork to Calaveras and Tuolumne Counties, are 57,000 acre-feet and 42,000 acre-feet per season, respectively. Development of the North Fork of the Stanislaus River by construction of a dam and reservoir at the Spicers Meadows site with a storage capacity of 62,000 acre-feet, and a dam and reservoir at the Ramsey site, with a storage capacity of 32,000 acre-feet, would yield about 53,000 acre- feet of water per season, which could serve Calaveras County. Conservation of water of the Middle and South Forks by construction of an enlarged Lyons Dam, creating storage capacity of 124,000 acre-feet, would yield about 51,000 acre-feet of water per sea- son to serve Tuolumne County. Under these added assumptions, the new irrigation yield which could be developed by a New Melones Dam and Reservoir of 1,100,000 acre-foot storage capacity would be about 203,000 acre-feet per season. In addition to the foregoing, other studies were conducted to determine the new irrigation yield of New Melones Reservoir operated coordinately with Woodward Reservoir on Simmons Creek, under the assumptions that the Tri-Dam Project would not be constructed, and that the adjudicated rights in the Stanislaus River Decree would prevail. The new yield was determined as the difference between the yield of the existing Melones and Woodward Reservoirs, as presently operated, and the yield under the assumed conditions. Based upon yield studies during the criti- cal dry period which occurred from 1920-21 through 1935-36, a reservoir of 1,100,000 acre-foot storage capacity at the New Melones dam site, combined Avith Woodward Reservoir, would have a safe seasonal irri- gation yield of about 710,000 acre-feet. The safe seasonal irrigation yield of the existing works is about 270,000 acre-feet. Therefore, the new safe irri- gation yield from the proposed New Melones Reser- voir, under such operation, would be about 440,000 acre-feet per season. These yield studies are included in Appendix K. A topographic survey of the New Melones reservoir site up to an elevation of 740 feet was made by the Oakdale and South San Joaquin Irrigation Districts in 1921, and a map was drawn to a scale of 1 inch equals 200 feet, with a contour interval of 10 feet. 5 - ! i PLANS FOR WATER DEVELOPMENT 129 lopography above an elevation of 700 feet was ob- ained from a survey made by the United States Sslorps of Engineers at a scale of 1:6,000, and with a ontour interval of 50 feet. A topographic survey of he New Melones dam site up to an elevation of 1,100 eet was made by the Corps of Engineers in 1945, md a map was drawn to a scale of 1 inch equals 100 eet, with a contour interval of 10 feet. Storage ca- mcities of New Melones Reservoir at various stages if water surface elevation, based on the area-capacity :urves for the reservoir prepared by the Corps of ^n^ineers and dated September, 1953, are given in Fable 61. TABLE 61 AREAS AND CAPACITIES OF NEW MELONES RESERVOIR Depth of water at dam, , in feet Water surface elevation, USGS datum, in feet Water surface area, in acres Storage capacity, in acre-feet 515 600 625 650 675 700 725 750 775 800 825 850 875 900 925 950 960 975 1,000 130 280 520 850 1,220 1,670 2,110 2,600 3,130 3,730 4,380 5,100 5.820 6,560 7,320 7,620 8,120 9,000 85 10 10,000 28,000 35 30 000 60 __ 40 000 85 10 65,000 100 000 35 147,000 60 85 210,000 285 000 10 372 000 35 474,000 60 592 000 85 725 000 10 878,000 1 054 000 35 45 1 100 000 60 1 250 000 85--.-. . 1,460,000 Based upon preliminary geological reconnaissance, he New Melones dam site is considered to be suitable 'or a concrete gravity dam of any height up to at east 500 feet. The dam site is underlain by a series >f meta-volcanics, chiefly greenstones, with associated >ands of slates and schists. The strike of the de- •eloped schistosity is approximately at right angles o the stream course, and the dip is steeply upstream. n general, the rock is very hard and dense where xesh, but is cut into small blocks, often in the shape if rhombs, by a maze of joints occurring in many ets. The jointing is very strong and is probably per- istent with depth. Numerous shear zones parallel he schistosity, and are apparently responsible for ome of the more prominent sharply defined draws. V small slide area involving only surface material iccurs high on the left abutment, just upstream from he proposed dam axis. The relatively inactive Bostic fountain fault, and a branch thereof, cross the Stanislaus River within a distance of a few hundred r ards upstream from the dam site. The presence of hese faults should not materially affect the design ■f the dam, although much in the way of exploration of the fault areas should be conducted prior to con- struction at this site. Stripping, normal to the sur- face, of about 40 to 50 feet of rock from the abut- ments, and of about 30 feet of rock and talus from the narrow channel bottom, should be sufficient to prepare the foundation for a concrete gravity dam of between 400 and 500 feet in height. Concrete aggre- gates for the dam could either be crushed from the bedrock locally or imported to the site by truck from existing aggregates plants on the Stanislaus River downstream from Knights Ferry. A spillway could best be provided by discharging over the top of the dam. Protection of the river just downstream from the toe of the dam structure would have to be provided. The many joint sets, as well as the numerous shear and schistose zones in the rock, would be especially susceptible to erosion from water passing over the dam. Some additional protection to rock at the foot of the dam would be gained when the proposed Tulloch Reservoir, a feature of the Tri-Dam Project, was filled to capacity. This reservoir would raise stored water upon the base of the New Melones Dam and thus provide a water cushion for the spill. The area which would be inundated by New Me- lones Reservoir includes a few small parcels of culti- vated lands, worked-over mineral and gold-bearing gravel lands, and grazing lands. The reservoir would inundate the old town site of Melones, including the now abandoned mill site of the Carson Hill Gold Mine, three inactive small gold mines, 4 miles of trans- mission lines, 2.4 miles of telephone lines, a state highway crossing at Melones, a county bridge at Par- rotts Ferry, and the existing Melones Dam and Res- ervoir. As a result of yield studies, geologic reconnaissance, and preliminary economic analysis, a concrete gravity dam, 400 feet in height from stream bed to spillway lip, and with a crest elevation of 962 feet, was selected to illustrate estimates of cost of the New Melones Project. The dam would have a crest length of 1,195 feet, a crest width of 30 feet, and slopes of 0.05 : 1 upstream and 0.8 : 1 downstream. The spillway would be of the overpour type, lo- cated in the center of the dam. The control structure would consist of an ogee weir, 180 feet in length, pro- vided with three radial gates 45 feet high by 60 feet wide. The elevation of the spillway lip would be 915 feet. With the gates closed, the top of the gates would be at an elevation of 960 feet. The maximum depth of water above the spillway lip would be 45 feet, and an additional 2 feet of freeboard would be provided. The spillway would have a capacity of 172,000 second- feet with the three radial gates fully opened, required for an assumed maximum discharge of 190 second- feet per square mile of drainage area. The spillway would discharge into the Stanislaus River at the downstream toe of the dam. 5 — 19144 130 SAX JO AC/!' IX COUNTY INVESTIGATION Flood control outlets would consist of two 8-foot diameter steel conduits placed through the spillway section of the dam at an invert elevation of 656 feet. The flood control outlets, when augmented by flood releases through the irrigation outlets, discussed later, were designed to discharge a total of 12,000 second- feet under a head of 215 feet. Each of the flood con- trol outlets would be controlled by two 6-foot by 8- foot high-pressure slide gates installed in tandem within the dam. An irrigation and power outlet would consist of a 12-foot diameter steel conduit extending through the bottom of the dam to connect with the tunnel from the existing Melones Reservoir to the existing power plant. This tunnel would serve to di- vert the flow of Stanislaus River during construction of New Melones Dam, and would later be plugged with concrete above the junction with the irrigation and power outlet. The irrigation and power outlet was designed to discharge 1,800 second-feet when the water surface in the reservoir would be at a minimum operating elevation of 730 feet. It would be controlled by a 14-foot by 22-foot Broome gate on the upstream face of the dam, and by a 108-inch diameter Howell- Bunger valve at the downstream face. Two irrigation outlets would be provided, consisting of 8-foot diam- eter steel conduits through the dam at an invert eleva- tion of 656 feet, designed to discharge a total of 2,800 second-feet when the reservoir water surface was at a minimum operating elevation of 730 feet. The con- duits would be controlled by 6-foot by 8-foot high- pressure slide gates within the dam, and 48-inch diameter needle valves at the downstream face. In order to utilize the increased yield made avail- able by New Melones Reservoir, the existing Melones Power Plant, located immediately downstream from the left abutment of the dam, would be enlarged from its present installed power capacity of 26,000 kilo- watts to a capacity of 65,000 kilowatts. The enlarged plant would operate under a maximum head of 460 feet, and the present power house would be enlarged to provide space for the additional generating capac- ity. The dependable power capacity of the New Melones Power Plant would be about 39,000 kilowatts, and its average annual energy output would be about 269,000,000 kilowatt-hours. Based on studies made for "Engineering Report on Tri-Dam Project on Stanislaus River of Oakdale and South San Joaquin Irrigation Districts, prepared for California District Securities Commission," by the Division of Water Resources in December, 1952. the present Melones Power Plant has a dependable power capacity of 2,000 kilowatts, and its average annual energy output is 87,S00,000 kilowatt-hours. Therefore, the depend able power capacity and average annual energy out- put creditable to the New Melones Project would be about 37,000 kilowatts and 181,200,000 kilowatt-hours, respectively. Waters released from the power plant would be returned to the Stanislaus River about 600 feel downstream from the toe of New Melones Dam. Pertinent data with respect to general features of the New Melones Dam, Reservoir, and Power Plant, as designed for cost estimating purposes, are pre- sented in Table 62. TABLE 62 GENERAL FEATURES OF NEW MELONES DAM, RESERVOIR, AND POWER PLANT Concrete Gravity Dam Crest elevation — 962 feet Crest length— 1,195 feet Crest width— 30 feet Height, spillway lip above stream bed — 400 feet Side slopes — 0.05:1 upstream 0.8:1 downstream Freeboard above top of radial gates — 2 feet Elevation of stream bed — 515 feet Volume of mass concrete — 1,557.000 cubic yards Reservoir Surface area to top of radial gates — 7.600 acres Capacity to top of radial gates — 1,100,000 acre-feet Drainage area — 900 square miles Estimated mean seasonal runoff — 1,193,000 acre-feet Estimated seasonal new irrigation yield — 300.000 acre-feet Type of spillway — Overpour section in center of dam Spillway capacity — 172,000 second-feet Flood control outlets — Two 8-foot diameter steel pipes through spillway section, combined capacity 12.000 second-feet Irrigation outlet — Two 8-foot diameter steel pipes through dam, capacity 2,800 second-feet at minimum reservoir elevation Irrigation and power outlet — 12-foot diameter steel pipe connected to existing power tunnel, discharge 1,800 second-feet at minimum reservoir elevation Power Plant Present power capacity — 26,000 kilowatts Proposed power capacity — 65,000 kilowatts The capital costs of the New Melones Dam, Reser- voir, and Power Plant, on a 3 per cent interest basis and with prices prevailing in April, 1953, were esti- mated to be about $47,617,000. The corresponding annual costs were estimated to be about $2,260,000. The resultant estimated unit cost of the 300,000 acre- feet per season of new irrigation water conserved by the project was about $7.50 per acre-foot. On a 4 per cent interest basis the estimated unit cost of the new water supply per season was about $8.80 per acre-foot. The foregoing estimates are subject to reduction in the amount that the Federal Government would con- tribute toward the project in the interest of flood con- trol. Based on information supplied by the Corps of I Engineers, it was estimated that the average annual direct flood control benefits creditable to the New Melones Dam and Reservoir would be about $715,000. The estimates are also subject to reduction in the amount of the hydroelectric power revenues that might be assigned for payment of irrigation features of the project. Annual power revenues, based on unit values of $22 per kilowatt of dependable power capac- ity and 2.8 mills per kilowatt-hour of energy output, would amount to about $1,323,000. If a contribution equivalent to $715,000 annually were made by the Federal Government in the interest of flood control. PLANS FOR WATER DEVELOPMENT 131 and $1,323,000 in power revenues were realized from the project, the estimated unit cost of the new water supply at the dam would be about $0.75 per acre-foot on a 3 per cent interest basis, and about $2.00 per Icre-foot on a 4 per cent interest basis. Under the assumption that the ultimate water re- quirements of Calaveras and Tuolumne Counties would be met in part from the Stanislaus River, as previously discussed, and including the contribution by the Federal Government in the interest of flood control and the assignment of power revenues to the project, the resultant estimated unit cost of new water at the dam would be about $1.10 per acre-foot on a 3 per cent interest basis, and about $3.00 per acre-foot on a 4 per cent interest basis. If the New Melones Dam and Reservoir were con- structed, but the Tri-Dam Project were not built, and under the assumptions that the Federal Government would make a contribution in the interest of flood con- trol and that power revenues were assigned to the project, the resultant estimated unit cost of new water from the New Melones Reservoir would be about $0.50 per acre-foot on a 3 per cent interest basis, and about $1.35 per acre-foot on a 4 per cent interest basis. Estimated capital and annual costs of the New Melones Dam and Reservoir, and Power Plant, on a 3 per cent interest basis, are summarized in the follow- ing tabulation. Detailed cost estimates are presented in Appendix L. Estimated Costs Capital Annual New Melones Dam and Reservoir ,$39,185,000 .$1,021,000 New Melones Power Plant 8,432.000 639,000 TOTALS . , $47,617,000 $2,260,000 Stanislaus-San Joaquin Diversion. Under the plan considered, new irrigation water in the amount of 300,000 acre-feet per season would be released from New Melones Reservoir and diverted from the Stanis- laus River at the proposed Tulloch Dam, about eight miles downstream from the New Melones site. The diverted water would be conveyed to the San Joaquin Area by means of a tunnel, canals, and siphons, which will be described in some detail hereinafter. For purposes of this study, the seasonal yield de- veloped by New Melones Reservoir, and delivered to the San Joaquin Area by the Stanislaus-San Joaquin Diversion, was allocated to the several units as fol- lows: Littlejohns Unit, 115,000 acre-feet; Calaveras Unit, 50,000 acre-feet ; and Eastern and Western Mokelumne Units, 50,000 acre-feet. An additional 85,000 acre-feet of water per season would be pro- vided for irrigation of lands lying east of the Little- johns Unit in Stanislaus County. Of the 50,000 acre- feet of seasonal yield allocated to the Calaveras Unit, 30.000 acre-feet would be treated and delivered to the City of Stockton for municipal and industrial uses. The diversion to Stockton will be described in a sub- sequent section entitled "Flood Road-Stockton Diver- sion." As previously stated, the Stanislaus-San Joaquin Diversion would utilize Tulloch Dam and Reservoir for diversion of water released upstream from New Melones Reservoir. Tulloch Dam is a feature of the Tri-Dam Project, which is planned for construction in the near future by the South San Joaquin and Oak- dale Irrigation Districts. The use of Tulloch Dam and Reservoir as diversion works under this plan would not impair their usefulness to the irrigation districts, as releases of new water would be made from New Melones Reservoir on an irrigation demand schedule and immediately diverted from Tulloch Reservoir. Tulloch Dam would be a concrete gravity struc- ture, with stream bed elevation of 360 feet. The dam would have a crest length of about 1,900 feet, and a height of 150 feet from stream bed to the maximum water surface elevation of 510 feet. The minimum water surface elevation would be 431 feet. Releases of water would be made from Tulloch Reservoir by means of two 7-foot diameter steel pipes extending through the dam near the right abutment. The outlet works would be protected by trash racks on the up- stream face of the dam. In addition, a hydraulically operated 6-foot by 6-foot high-pressure slide ^ate would be provided on the upstream face of the dam over each pipe inlet for emergency closure. The eleva- tion of the invert of the pipes at the entrance would be 431 feet. A hydraulically operated 72-inch diam- eter hollow jet valve would be provided at the down- stream end of each pipe for regulation of releases. The flow in each of the two 7-foot diameter steel pipes would be directed into a single 12-foot diameter reinforced-concrete pipe by means of a concrete transi- tion structure located immediately downstream from the control valves. This pipe would convey the water a distance of 650 feet, and would discharge into a canal with bottom elevation of 428 feet. The design capacity of the conveyance conduit was based on the maximum monthly diversion demand, which occurs during July and amounts to 22 per cent of the total seasonal demand. However, the conduit capacity was increased to 25 per cent of the total seasonal demand to allow for short-term peaking in excess of the maximum monthly rate. The capacity of the Stanislaus-San Joaquin Diversion would de- crease along its rq.ute, as releases would be made to the several service areas. The initial section of the Stanislaus-San Joaquin Diversion would be a concrete-lined canal of trape- zoidal section, with 1 : 1 side slopes, bottom width of 12 feet, depth of 10 feet, and freeboard of 2 feet. Its slope would be approximately 3.2 feet per mile, and the velocity would be about 5.7 feet per second. The capacity of the canal would be 1,250 second-feet. The »round along the proposed route of the canal is rela- L32 SAX JOAQUIN COUNTY [NVESTIGATION tively steep and rocky. The water would be conveyed westerly a distance of 5,200 feet in the canal, to the portal of a tunnel through Table Mountain, which divides the watersheds of the Stanislaus River and Littlejohns Creek. The tunnel would be horseshoe in section, with a diameter of 16 feet. The bottom and lower portion of the sides of the tunnel would be concrete-lined. The tunnel would convey the water westerly a distance of 6,800 feet, and would discharge into Littlejohns Creek about four miles northeast of Knights Ferry, at an elevation of 412 feet. The stream bed elevation at this point is about 437 feet. It would be necessary, therefore, to excavate the channel of Littlejohns ('reek down to an elevation of 412 feet. This excavation would continue downstream for a distance of 7,800 feet, to the point wdiere the exca- vated channel would coincide with the natural stream bed. The slope of the excavated channel would be sufficiently steep to prevent silting. From this point the natural channel of Littlejohns Creek would be used as a conduit for conveyance of the water to a diversion dam, located about two miles north of Knights Ferry. The stream bed elevation at the diver- sion dam would be 325 feet. The flow in Littlejohns Creek would be divided at the diversion dam, with 185,000 acre-feet per season being diverted into a canal for conveyance to Stanislaus County and to the Calaveras and Eastern and Western Mokelumne Units, and 115,000 acre-feet being released dowm Littlejohns Creek for use in the Littlejohns Unit. It was estimated that losses of water in convey- ance and distribution of the 115,000 acre-feet per season of new irrigation yield assigned to the Little- johns Unit would be about 20 per cent, leaving some 92,000 acre-feet for application to irrigated lands. Based on an indicated seasonal irrigation application of 6.0 acre-feet per acre to lands in the Littlejohns Unit, the new water supply could serve about 15,300 acres. It was estimated that seasonal consumptive use of water applied to probable crops in the Little- johns Unit would amount to about 3.8 acre-feet per acre. The unconsumed portion of applied irrigation water, plus canal percolation losses, would, therefore, augment ground water supplies by some 56,400 acre- feet per season. In addition to eliminating progres- sive lowering of ground water levels, this new ground water supply coidd serve about 1,600 acres of irri- gated lands. As stated, 185,000 acre-feet of water per season would be diverted from Littlejohns Creek into a con- duit to serve the remainder of the San Joaquin Area, and lands in Stanislaus County. The conduit would be designed with a capacity of 770 second-feet, and would consist principally of canal section. The water would be conveyed in a general northwesterly direc- tion for a distance of about 27 miles, to a point on the Stanislaus-Calaveras county line about 2 miles south of Milton. Although water would be released along the route of the conduit to serve lands in Stan- islaus County, the discharging capacity was consid- ered to be 770 second-feet throughout this entire section for purposes of the cost estimates. The conduit from Littlejohns Creek to Milton would comprise 25.4 miles of concrete-lined canal and 1.4 miles of flume. The canal would be of trapezoidal section, with 1.5 : 1 side slopes, bottom width of 8 feet, depth of 8 feet and freeboard of 3 feet. Its slope would be approxi- mately 1.7 feet per mile, and the velocity would be about 4.8 feet per second. The flume section would be of Lennon type, No. 300, with a diameter of 15.92 feet, and a slope of about 5.3 feet per mile. The eleva- tion at the lower end of the conduit from Littlejohns Creek to Milton would be about 274 feet, Lands in Stanislaus County would be served 85,000 acre-feet of water per season from the conduit be- tween Littlejohns Creek and Milton. Based on a sea- sonal application to irrigated lands of 6.0 acre-feet per acre, some 14,200 acres could be served a surface supply. The reach of conduit from Milton to the Calaveras River would convey 100,000 acre-feet of water per sea- son to the Calaveras and Eastern and Western Mokel- umne Units. The conduit route would roughly follow the 250-foot contour in a general northwesterly direc- tion for a distance of about 22.6 miles, to a point about 6 miles east of Linden and 1 mile south of the Calaveras River, terminating in the northwest quar- ter of Section 3, Township 2 North, Range 9 East, M. D. B. & M. This reach of conduit was designed with a capacity of 420 second-feet, and woidd com- prise principally canal section. Although releases of water to the Calaveras Unit would be made along the conduit route, the capacity throughout this entire reach was considered to be 420 second-feet for pur- poses of cost estimates. The canal section would total 20.9 miles in length, and would be concrete-lined and trapezoidal in section, with 1.5 : 1 side slopes, bottom width of 7 feet, depth of 6.4 feet, and freeboard of 2.6 feet. The slope of the canal would be approxi- mately 1.5 feet per mile, and the velocity would be about 4 feet per second. The total length of flume would be about 1.7 miles, and would be of Lennon type, No. 252, with a diameter of 13.37 feet, and a slope of about 4.2 feet per mile. The elevation of the canal bottom at the lower end of this reach would be about 235 feet. A small regulatory reservoir wotild be located on the conduit about 8 miles east of Linden, and about 3 ' miles south of the Calaveras River, on the San Joa- quin-Stanislaus County line. This would serve as a' storage and sedimentation reservoir for a municipal water supply for the City of Stockton. A seasonal re- 1 lease of 30,000 acre-feet of water would be made from PLANS FOR WATER DEVELOPMENT 133 he conduit to the reservoir at this point. The de- ails of this diversion, and of a treatment plant and onveyanee facilities, will be described in an ensuing ection entitled ' ' Flood Road-Stockton Diversion. ' ' An additional 20,000 acre-feet of water per season rould be diverted along the conduit route to serve gricultural lands in the Calaveras Unit. Assuming hat conveyance and distribution losses in serving hese lands would be 25 per cent of the gross diver- ion, about 15,000 acre-feet of water per season would e available for application to irrigated lands. On the asis of a seasonal irrigation application of 4.0 acre- eet per acre, appi-oximately 3,800 acres of lands in he Calaveras Unit could be served. The indicated easonal consumptive use of applied irrigation water o probable crops in the Calaveras Unit would be bout 2.2 acre-feet per acre. Based on this value, tercolation of unconsumed irrigation water, plus ercolation losses from local conveyance and distribu- ion canals, would augment ground water supplies in he Calaveras Unit by about 11.900 acre-feet per eason. The conveyance conduit would cross the Calaveras liver by means of a 72-inch diameter steel pipe iphon, about 1.8 miles in length. The siphon was de- igned with a capacity of 210 second-feet, for con- eyance of 50,000 acre-feet of water per season to the lastern Mokelumne Unit. The siphon would termi- ate in the northwest quarter of Section 33, Township North, Range 9 East, M. D. B. & M., about 0.4 mile orth of State Highway 8. The invert elevation at this oint would be about 212 feet. The water would be conveyed from the Calaveras Liver siphon in a northwesterly direction for about 2.5 miles to Bear Creek. The conduit would include anal and flume, and would have a capacity of 210 3Cond-feet. The concrete-lined canal would be trape- oidal in section, with a bottom width of 5 feet, side lopes of 1.5: 1, depth of 5 feet, and freeboard of 2.2 eet. The slope of the canal would be about 1.6 feet er mile, and the velocity would be about 3.4 feet per ?cond. The total length of the canal in this reach ■ould be 11.8 miles. An additional 0.7 mile of flume - ould be required. The flume would be of Lennon ppe, No. 192, with a diameter of 10.19 feet, and a lope of about 4.2 feet per mile. The conduit would ischarge into a tributary of Bear Creek at the center f Section 35, Township 4 North, Range 8 East, [. D. B. & M., about 2.5 miles south of Clements. The levation of the bottom of the canal at this point ould be about 190 feet. i The natural channel of the tributary of Bear Creek ould be utilized as a conduit for about 2 miles, i> a point about 400 feet east of Atkins Road, where small diversion dam would be constructed. Of the ),000 acre-feet of water per season released into the •eek, 25,000 acre-feet would be allowed to by-pass the diversion dam and flow down Bear Creek to serve lands in the Eastern Mokelumne Unit lying south of the Mokelumne River. The remaining 25,000 acre- feet would be diverted and conveyed to the Mokel- umne River. Assuming a 25 per cent conveyance and distribu- tion loss, some 18,700 acre-feet of water per season could be applied to lands lying south of the Mokel- umne River. Based on an estimated seasonal applica- tion to irrigated lands of 3.0 acre-feet per acre, about 6,200 acres could be served a new surface supply. In addition, ground water supplies would be augmented by some 15,100 acre-feet, which would reduce pro- gressive lowering of ground water levels in the area served. The conveyance conduit from Bear Creek to the Mokelumne River would have a capacity of 105 sec- ond-feet, and would deliver 25,000 acre-feet of water per season to the Mokelumne River, where it would be available for diversion to the area north of that river. The conduit from Bear Creek to the Mokelumne River would comprise canal, flume, and pipe line. The total length of this conduit would be about 2.0 miles, and it would include 1.7 miles of canal, 0.15 mile of flume, and 0.15 mile of pipe line. The canal would be con- crete-lined, and trapezoidal in section, with a bottom width of 4 feet, side slopes of 1.5:1, depth of 3.6 feet, and freeboard of 1.9 feet. The slope of the canal would be about 2.0 feet per mile, and the velocity would be 3.1 feet per second. The flume would be a Lennon type, No. 144, with a diameter of 7.65 feet, and a slope of 4.8 feet per mile. The steel pipe line would be 5 feet in diameter, and would convey the water beneath the railroad and highway and down the steep bluff to the flood plain of the Mokelumne River. The pipe line would discharge into a canal at the toe of the bluff. A 54-inch diameter hollow jet valve would be installed over the end of the pipe line to dissipate the 40 feet of static head on the line at that point. Lands lying north of the Mokelumne River could be served with water, released into that river from the Bear Creek diversion, by means of the Lockeford Diversion which has been described under a previous project. Based on a seasonal irrigation application of water of 3.0 acre-feet per acre, approximately 8,300 acres could be served with this supply. In addition, ground water supplies would be augmented by some 11,700 acre-feet per season, which would reduce pro- gressive lowering of ground water levels in the area served. Pertinent data with respect to general features of the proposed Stanislaus-San Joaquin Diversion, as designed for cost estimating purposes, are presented in Table 63. The estimated capital and annual costs of the Stan- islaus-San Joaquin Diversion, on a 3 per cent interest 134 SAN JOAQUIN COUNTY INVESTIGATION TABLE 63 GENERAL FEATURES OF STANISLAUS-SAN JOAQUIN DIVERSION Outlet Works, Tulloch Dam Trash racks — on face of concrete gravity dam Emergency gates — two 6- x 6-foot high-pressure slide gates on face of dam Outlet pipe — two 7-foot diameter steel pipes, 120 feet in length Control valves — two 6-foot diameter hollow jet valves Transition — concrete, leading to one 12-inch diameter pipe Invert elevation, in feet, intake outlet Stanislaus River to Littlejohns Creek Concrete pipe Diameter, in feet Length, in feet Velocity, in feet per second Head loss, in feet 431 429 . .5 12 650 11 1.2 Canal Type trapezoidal, concrete-lined Bottom width, in feet Side slopes Depth, in feet Freeboard, in feet Lining — concrete on downhill side, bottom, and portion of uphill side Slope, in feet per mile Capacity, in second-feet Velocity, in feet per second Length, in feet Diameter, in feet Lining — concrete on bottom and small portion of sides Capacity, in second-feet Length, in feet Invert elevation, in feet, intake outlet Excavation of channel of Littlejohns Creek Bottom width, in feet Side slopes Lining Bottom slope Maximum depth, in feet Length, in feet Invert elevation, in feet, beginning end 1.75 120 210 Littlejohns Creek to Milton Canal Type trapezoidal, concrete-lined Bottom width, in feet 8 Side slopes 1.5:1 Depth, in feet 8 Freeboard, in feet 3 Slope, in feet per mile 1.73 Length, in miles 25.40 Capacity, in second-feet 770 Velocity, in feet per second 4.8 12 1:1 10 2 3.22 1,250 5.7 5,200 Flume Type Lennon No. 300 Diameter, in feet 15. 92 Length, in miles 1.36 Slope 0.001 Milton to Calaveras River Canal Type trapezoidal, concrete-lined Calaveras River Siphon Type steel pipe 14 Diameter, in feet _ 6 1 : 1 Length, in miles none Maximum static head, in feet 0.0024 Location — 1.5 miles upstream from 25 Bellota 7,800 Capacity, in second-feet 412 Calaveras River to Bear Creek 393 Canal Type trapezoidal, concrete-lined Bottom width, in feet 5 Side slopes 1.5:1 Depth, in feet 5 Freeboard, in feet 2.2 Slope . 0003 Length, in miles 11. 77 Capacity, in second-feet 210 Velocity, in feet per second 3.4 Flume Type Lennon No. 192 Diameter, in feet 10.19 Length, in miles 0.72 Slope 0.0008 Bear Creek to Mokelumne River Canal Type trapezoidal, concrete-lined Tunnel Type horseshoe 16 1,250 6,800 425 412 Bottom width, in feet Side slopes Depth, in feet Freeboard, in feet Slope Length, in miles Capacity, in second-feet Velocity, in feet per second- 7 1.5:1 6.4 2.6 . 00029 20.88 420 4.0 Bottom width, in feet-_ 4 Side slopes 1.5:1 Depth, in feet 3.6 Freeboard, in feet 1.9 Slope 0.00038 Length, in miles 1.67 Capacity, in second-feet 105 Velocity, in feet per second 3.1 Flume Type Lennon No. 144 Flume Type Lennon No. 252 Diameter, in feet 13.37 Length, in miles 1.67 Slope 0.0008 Diameter, in feet- Length, in miles-- Slope ._ Pipe Type Length, in miles - Diameter, in feet. 7.65 0.15 0.0009 steel 0.15 Hollow jet valve — 54-inch diameter, discharging water from 5-foot diameter pipe into canal under static head of 40 feet basis, will be presented, by its principal component features, at the end of the section on the New Melones Project. The estimated annual unit costs of the new water allocated to each of the several service areas, based both on 3 per cent and 4 per cent interest rates, and including costs of New Melones Dam and Reser- voir, are presented in the following tabulation. De- tailed cost estimates of the Stanislaus-San Joaquin Diversion are presented in Appendix L. Estimated annual unit cost Allocated per acre-foot seasonal 3 per cent \ per cent yield, in acre-feet Littlejohns Unit Stanislaus County lands Calaveras Unit 50,000 Eastern Mokelumne 1 "nit South of Mokelumne Rivei North of Mokelumne River ' 115.000 .000 25.00(1 25,000 interest rate $1.15 2.10 3.30 4.70 6.55 interest rale $2.50 3.60 5.05 6.70 8.65 * Includes coats of the Lockeford Diversion, Flood Road-Stockton Diversion. Studies were made of a plan to serve a supplemental water supply to the City of Stockton from the Stanislaus-San Joaquin Diversion. This water would be of excellent mineral quality, and would be suitable for municipal and industrial uses. Under the plan, 30,000 acre-feet of water per season would be released from the Stan- islaus-San Joaquin Diversion conduit into a small reservoir, which would be located about 8 miles east of Linden. The reservoir would have a gross storage capacity of about 5,500 acre-feet, of which 3,000 acre-feet would be utilized. The reservoir would serve primarily as a sedimentation basin, but would also provide emergency storage for a period of about three weeks during the month of maximum demand. Water released from the reservoir would pass through a treatment plant located immediately below the res- ervoir. The treated water would then be conveyed by pipe line to a 17,000,000-gallon water storage tank located on Flood Road, about :5 miles east of Lin- den. From the storage tank the water would be con- veyed by pressure pipe line to the City of Stockton, where it would be pumped into the city distribution system under pressure. This plan will hereinafter be PLANS FOR WATER DEVELOPMENT 135 referred to as the "Flood Road-Stockton Diversion," and its principal features are illustrated on Plate 27. The sedimentation and storage reservoir would be created by construction of an earthfill dam, with a I height of 40 feet, on an unnamed stream, one-half mile west of the San Joaquin-Stanislaus county line, at the center of Section 13, Township 2 North, Range 9 East, M. D. B. & M. The central impervious section of the dam would be blanketed on the upstream and down- stream sides by pervious sections. The slope of the em- bankment would be 2.5 :1 and its crest width would be 30 feet. As previously stated, the reservoir would have a usable storage capacity of 3,000 acre-feet, and the water surface would fluctuate between maximum and minimum elevations of about 240 feet and 230 feet, respectively. The treatment plant would be located immediately downstream from the dam. Water would be released through the dam and conveyed to the treatment plant in a 48-inch diameter steel pipe. The treatment plant would have a capacity of 50,000,000 gallons per day, which was estimated to be the average daily consump- tion during the month of maximum demand. The plant would provide rapid sand filtration and chlorination. Water would be conveyed to 10 rapid sand filter units, with 2 filters each, each having an area of 620 square feet. For cost estimating purposes, it was assumed that the filters would be of reinforced-concrete construc- tion, with a width of 20 feet, length of 31 feet, and a depth of 15 feet. The water would filter through a depth of 1.5 feet of graded sand and 2 feet of graded gravel. A portion of the filtered water woidd be pumped to a filter back-wash water tank. This tank would have a capacity of 150,000 gallons, and its bot- tom elevation would be at least 40 feet abqye the filters. The water would be chlorinated after leaving the filters, and before leaving the treatment plant. Removal of excessive turbidity of the water could be facilitated by adding alum and lime before filtration. After chlorination, the water would be conveyed from the treatment plant, in a 48-inch diameter steel pipe line, in a westerly direction along Flood Road for a distance of about 5 miles to a water storage tank, located immediately south of Flood Road, in Section 19, Township 2 North, Range 9 East, M. D. B. & M. A storage capacity of 17,000,000 gallons would be required to provide sufficient regulation to compen- sate for fluctuation in daily peak demands. As de- signed for cost estimating purposes, the water storage tank would be square, with sides about 395 feet in length, and with a 15-foot depth of water. The gross area of the tank would be 156,000 square feet. The tank would be constructed partially below ground level, by excavation to a depth of 5 feet, and would be covered with a roof of timber construction for sani- tary purposes. The walls, floor, and roof support columns would be of reinforced-concrete construction. From the storage tank, the treated water would be conveyed in a 5-foot diameter steel pipe line about 17 miles in a general westerly direction to the City of Stockton. After leaving the storage tank, the pipe line would follow Flood Road in a westerly direction for 0.5 mile to its junction with Fine Road. The pipe line would then follow Fine Road in a southerly direction for 1.5 miles to the Milton Road intersection, where it would swing west, following Milton Road for a dis- tance of about 9 miles to the Stockton Diverting Canal. The pipe line would then follow along the right bank of the diverting canal for about 5 miles, thence along Calaveras River for 2 miles to the intersection of Pacific Avenue and Brookside Road. From this termi- nus the water would be conveyed to 18 existing pumping and booster plants of the California Water Service Company, and would have a residual pressure of from 10 to 20 pounds per square inch. The distri- TABLE 64 GENERAL FEATURES OF FLOOD ROAD-STOCKTON DIVERSION Diversion Dam and Auxiliary Dam Crest elevation, in feet 244 Crest width, in feet 30 Height, spillway lip above stream bed, in feet 35 i Side slopes 2.5:1 Freeboard above spillway lip. in feet.. 4 Elevation of stream bed. in feet 205 Volume of fill, in cubic yards 123,000 [Treatment Works Filtration plant, capacity in million gallons per day 50 Storage tank, capacity in million gallons 17 ' Chemical building, capacity in million gallons per day 50 Conveyance System Filtration plant to storage tank Type steel pipe Diameter, in feet 4 Length, in miles 6.06 Maximum static head, in feet 80 Capacity, in second-feet — 75 Storage tank to Stockton Type steel pipe Diameter, in feet 5 Length, in miles 17.61 Maximum static head, in feet 143 Capacity, in second-feet- - 90 Distribution System Reinforced-concrete cylinder pipe 36-inch, length, in feet 13,600 30-inch, length, in feet 27,000 24-inch, length, in feet 14,200 Welded steel pipe 22-inch, length, in feet 1,100 20-inch, length, in feet 20,400 16-inch, length, in feet 11 .200 14-inch, length, in feet 17,800 12-inch, length, in feet 12,800 10-inch, length, in feet 17,100 Booster Pumping Plant Pumps Type horizontal, centrifugal, mixed flow Number 4 Two pumps with capacity of 4 million gallons per day Two pumps with capacity of 3 million gallons per day Installed pumping capacity, in million gallons per day 14 Maximum pumping demand, in million gallons per day 10 Maximum pumping pressure head, in feet 1 50 Motors Type all-weather Number 4 Two 1 25-horsepower motors Two 100-horsepower motors 136 SAX JOAQUIN COUNTY INVESTIGATION but ion system would be identical to that described Estimated capital and annual costs of the Flood heretofore under the heading "Delta-Stockton Diver- Road-Stockton Diversion on a 3 per cent interest basis sion 1 roject. are summarized in the following tabulation. Detailed Pert inent data with respect to the principal features cost estimates are presented in Appendix L. of the Flood Road-Stockton Diversion, as designed for cost estimating purposes, are presented in Table 64. Capital" Annual The capital cost of the Flood Road-Stockton Diver- Dam and reservoir _. $189,000 $8,000 sion, on a 3 per cent interest basis and with prices pre- Treatment works _ ___ 2,621,000 193,000 vailing in April, 1953, was estimated to be $10,457,000. Conveyance system _ .".245,000 231,000 n v , \ , „ ,, ■,- • Distribution system 2,402,000 114,000 ( orresponding annual costs of the diversion were '___ estimated to be $546,000. The resultant average annual totals _ _ $10,457,000 $546,000 unit cost of the 30,000 acre-feet of supplemental water „ „ _ --,--, would be about $18.20 per acre-foot. On a 4 per cent Summary of Costs of New Melones Project. The interest basis, the annual unit cost of the water would estimated capital and annual costs of the New be about $20.90 per acre-foot. Melones Project are summarized by its principal fea- The foregoing estimated costs apply only to the tures in Table 65. There is also shown in Table 65 a Flood Road-Stockton Diversion feature of the New summary of the annual unit costs of the new yield Melones Project, and do not include the portion of the allocated to the several service areas. These estimated costs of New Melones Dam, Reservoir, and Power eos ts are based on a 3 per cent interest rate. Detailed Plant, and the Stanislaus-San Joaquin Diversion, estimates of cost of the New Melones Project are pre- whieh would be properly allocable to the Flood Road- sented in Appendix L Stockton Diversion. The estimated unit cost of water delivered to the regulatory reservoir site, at the intake Summary of Plans for Water of the Flood Road-Stockton Diversion, would be $3.30 Supply Development and $5.05 per acre-foot, based on interest rates of 3 per cent and 4 per cent, respectively. The total an- The several P lans £or mitial development of supple- nual unit cost per acre-foot of the water supply mental water supplies for the San Joaquin Area, delivered into the City of Stockton distribution wnieh were 8 iven consideration in the current investi- system, would therefore be about $21.50 on a 3 per gation, have been described in some detail in the cent interest basis, and $25.95 on a 4 per cent interest preceding sections. Table 66 presents a summary corn- basis, parison of the various projects. TABLE 65 SUMMARY OF ESTIMATED COSTS OF NEW MELONES PROJECT Item Capital cost Annual cost Allocation of seasonal yield, in acre-feet Cost per acre-foot Cost per acre-foot to service area New Melones Dam, Reservoir, and Power Plant Stanislaus-San Joaquin Diversion Stanislaus River to Littlejohns Creek . _ Cost to Littlejohns Unit _._ ._ $47,617,000 3,006,000 3,978.000 2,728,000 1,592,000 177,000 401,000 "$222,000 124,000 175,000 120,000 70,000 8,000 38.000 115,000 85,000 b 50,000 25,000 25,000 >>30,000 $0.75 0.40 0.95 1.20 1.40 0.30 1.50 18.20 $1.15 2.10 Milton to Calaveras River. _ __.. Cost to Calaveras Unit 3.30 Cost to Eastern Mokelumne Unit lands south of Mokelumne River - 4.70 Lockeford Diversion _ Cost to Eastern Mokelumne Unit lands north of Mokelumne River. 6.55 $59,499,000 10,457,000 $757,000 546,000 21.50 TOTALS, NEW MELONES PROJECT $69,956,000 $1,303,000 300,000 " Based nn assumed federal flood control contribution equivalent to an annual payment «f $715,000. and an annual power revenue of $1,323,000. b 30,000 acre-feet allocated to City of Stockton. PLANS FOR WATER DEVELOPMENT 137 o O o o o o o o >o o iO o LO t-O o o O to o CO OQ o Per acre- foot of new A "3 2 S 9.3 10 S >> CN CN CO cs CO CO CJ: 00 CO oo CN o CD CN r^ ■* d ^ CN CO CO t~ to ■* co "O u *c3 '/- ja " CN CO X Ol 3 C O O o o o o o o o o o o o c o o o o o o o o o o o o o S3 oi o o_ o o_ o o q o o o q o_ o_ o ec rf co" >o" CN ^J*" CN r^-" co" t--" Ol" CN to lO CD 00 C31 OS CN CO CO CN -* CN £ OS cn ■* o OS CO CN «© ^ ja .£ o o o -!l1) o o o New annua powe: revenu o to" o oo" o co" o CO CN CI co_ o o "2 — ' °i o o o o o" CN CO to" i ia""* o c c o o o o o i.O o o o o X u at -*> CN CN CO lO •c r^ 00 CO CN CO t~ to c3 cj £ o coo "SS-S CO CO CN CO rt ■* Ol lO 00 o OS <* 1^ .D c© X CO CN CO A CO 73 3 o x « JS C o o o o o o o o o o o o o c o o o o o o o o o o o o o a < "d q o o o o o CO o_ q q q o o ""* o co" t-7 Tf co" o" o '*" CN t^." co" r-" CN o" a to OS CD 00 o 00 OS CN CO o ■* CO CO OS CD CO »o C3S •J CN CN cj «■ .c JS J oi" o o O o o o o o o o o o o o CO o o 3 o o o o o o o o o o +3 o o = o o q q q q o_ q o q to 'S c *# rH t^r CO lO 00" ■*" ■* CN V ■*" r-" tO S3 CO CO o CI OS r~ ■* •^ ■* CO o u cn* t^ CO o lO C33 oo CO Tf_ CO CO CO O ,_< -r ." efc tit o o o o o o o o o o o o o o o o o o o o = o c o o o o o o o o o o o o o o o ■£ ~C Oj +■* L. o o o o 1^ o_ o o o o o o o o o o o oo o 1~ StJS o9 co" c" i-4 co" oi" _r o* rH o" o" co" o" o «o" to- o" to* to o" *7 ■ — ^ Jc: a o CO o CN CN CN CO ■* CO o co tO CN CN CO n CO CO •n i K o Js TZ o3 o o o o o o o_ o o ■*" o" Os" «5 « >■«! S - e — Cj "" o iO »-o t^ o o o IC »c lO i-O »c 00 CO 00 00 to CN CN CN CN a a ._ p o o a J- "™ Ug » ~ ■»- o o o o o o o o '3 <"> rt> CJ o o o 5 o o o o Reserv storag capacit in acre-fe o o ■o o o to q o o" CN co" o" o" co" to" o" lO ■^ 00 •* ■* o CM CO ~ *- a >! CJ +-» CJ CJ >> OJ CJ CJ CJ CJ ^ CO a 1* £ 00 o CO be *J OS CO CO »cj o ■o o CN > 03 a'S o3 S «5 CJ CJ >,ja -3 ^o CC cc a 2 CC cc cc CC CJ **- a °" — CD 03 u u a ^ " C3 S3 o 09 C3 cS 03 a w o a w w B o a - a 0, a a a a 3 a a >t "c3 3 3 c 3 s 3 ffl St'cSi a a a a a a a M urpo gen lethc wat ervic a" >> a a c" a a" a" a >> a" >> 'cS a" >, a" a" o .2 .- ^0 ^ o o o _o o « O '43 > 2_ - Z - H « a - S « C3 03 e3 rf C3 03 03 rf c3 o3 03 c3 03 03 bC - M U M bl) .5f M S ex C a a £ .5P M 03 •E M 'Eh ■g 'H 'C ■{j 'C ■ C M •C M 3 ■r M t- kl h IH c Lh t- u u V CJ CJ > > > O <1> >, s c CJ c CJ a CJ a ^ j: s 2 to 0J >3 o9 a ' % C 03 CJ C3 "o > 3 a) 0) > ^S cj 0) > Is 1- -C ^ 0J 0) o CJ CJ o rf 03 CJ > C6 | O P5 ffi c K o K o K >> >, 03 "o3 o 'a 03 ««J Q g s g § s D Q Q Cffl -- CJ CJ 3j a > > q : > ; a o 'S >> a o cj gee a o CJ a 02 _CJ p "3 e u -a 2 : CJ > 5 a > s •£ c a 3 o o CO 3 CO ■a w 2 CJ .2 o 5 e £ -i 3 3 =3-33 £ "oS ! o u rt ^£ a '3? CJ \ a _o S"S"S "o 02 S.2 a £ _3 eg a 03 o 5 a! m — "2 si £ o en 03 03 M O 3 C3 - 2 I CJ 13 'a 03 03 ^ ^3 — w - t" 03 3 WcEz o J: o •3 > o 5 03 '5 CJ a ■5 ** "o S; CJ "S '?< a a a a a Ck C s ~. o s B- £ ^ Q fc •o ° ■si ■5; CJ §5 £g •"-"a = £ cci 3 <» SB i-itS ^ o t^- .is *-» -" to S3 Aj •c ° E=l w SO CHAPTER V SUMMARY OF CONCLUSIONS As a result of field investigation and analysis of available data on the water resources and water prob- lems of the San Joaquin Area, and on the basis of the estimates and assumptions discussed hereinbefore, the following; conclusions are made : 1. The present basic water problems in the San Joa- quin Area are manifested in progressive perennial lowering of ground water levels and in the threat of attendant degradation of the mineral quality of the ground water. 2. Elimination of the foregoing problems, preven- tion of their recurrence in the future, irrigation of irrigable lands not presently served with water, and provision for anticipated future urban and industrial growth, will require the further development of water- supplies available to the San Joaquin Area in tribu- tary streams and in the Sacramento-San Joaquin Delta, or the importation of water supplies from other potential sources, or some combination thereof. 3. The present principal sources of water supply of the San Joaquin Area are direct precipitation, and runoff from the highly productive tributary drainage areas of the Sierra Nevada. There are no significant imports or exports of water. The weighted mean sea- sonal depth of precipitation on the area is about 15.4 inches, and direct precipitation contributes water in the mean amount of about 468,000 acre-feet per sea- son. Mean seasonal natural flow of streams tributary to the area is about 1,160,000 acre-feet. Actual sea- sonal surface inflow to and outflow from the §an Joa- quin Area during the base period from 1939-40 through 1950-51, reflecting impairments by diversion, storage, import, export, and consumptive use of water caused by development, were about 1,022,000 acre-feet and 870,000 acre-feet, respectively. 4. The surface water supplies of the San Joaquin Area are of excellent mineral quality, and well suited from that standpoint for irrigation and other bene- ficial rises. Ground water of good mineral quality occurs generally throughout the area, except in cer- tain localities adjacent to the Delta where some wells have encountered highly saline ground water. 5. The ground water basin underlying the San Joaquin Area, with a storage capacity of about 4,150,- 000 acre-feet between the levels of 25 and 200 feet below the ground surface, functions as a natural regu- latory reservoir for a portion of the presently avail- able water supply. At the present time about 80 per cent of the lands irrigated in the area are served with water pumped from this reservoir, and the gross ex- traction of ground water in 1948-49 was about 381,000 acre-feet. Satisfactory wells with yields sufficient for irrigation purposes may be developed in all portions of the San Joaquin Area. 6. Hydraulic gradients in the plane of ground water at the present time, considered equivalent to the average existing during the three-year period from 1949-50 through 1951-52, result in a seasonal excess of subsurface inflow over subsurface outflow from the Eastern Mokelumne, Calaveras, and Little- johns Units of about 10,000 acre-feet, 36,000 acre-feet, and 51,000 acre-feet, respectively, which water consti- tutes an important source of replenishment to the ground water basin. The present excess of subsurface outflow from the Western Mokelumne Unit over sub- surface inflow is about 32,000 acre-feet per season. 7. Safe seasonal yield of the ground water basin underlying the San Joaquin Area, with maintenance of average ground water levels prevailing during the period from 1949-50 through 1951-52, is about 266,000 acre-feet, distributed among the several units as fol- lows : Western Mokelumne Unit, 55,000 acre-feet ; Eastern Mokelumne Unit, 61,000 acre-feet ; Calaveras Unit, 80,000 acre-feet; and Littlejohns Unit, 70,000 a ere- feet. Present net seasonal extraction of water from the ground water basin is about 363,000 acre- feet, distributed among the several units as follows : Western Mokelumne Unit, 55,000 acre-feet; Eastern Mokelumne Unit, 89,000 acre-feet ; Calaveras Unit, 98,000 acre-feet; and Littlejohns Unit, 121,000 acre- feet, 8. Because of the continuing development and ex- tensive use of ground water in the San Joaquin Area, a substantial cone of depression exists in the ground water plane, and, with exception of the Western Mokelumne Unit, ground water levels generally are falling. The weighted average changes in levels of ground water in the Western Mokelumne, Eastern Mokelumne, Calaveras, and Littlejohns Units between 1939-40 and 1951-52 have amounted to about plus 0.1 foot, minus 9.2 feet, minus 15.7 feet, and minus 16.6 feet, respectively. 9. Approximately 20 per cent of the lands under water service in the San Joaquin Area are presently supplied irrigation water diverted from rivers or streams. Irrigated lands utilizing such surface water are principally served from works owned by organ- ized water service agencies. During 1951-52 there were approximately 38,600 acres irrigated with a supply from surface sources, of which about 25,500 acres were in the Western Mokelumne Unit. (139) 140 SAN JOAQPIX COUNTY INVESTIGATION 10. There are some 340 applications to appropriate water from streams in or tributary to the San Joaquin Area filed with the Division of Water Resources, not including appropriative rights initiated prior to December 19, 1914, riparian rights, correlative rights of overlying owners in ground water basins, nor pre- scriptive rights which may have been established on either surface streams or ground water basins. Rights to the use of waters in and tributary to the area have never been the subject of comprehensive adjudication wherein the right of each user has been determined as against that of each and every other user. In the absence of such adjudication, no right has been estab- lished conclusively beyond attack by anyone. How- ever, certain rights to store and divert waters of the Mokeluinne and Stanislaus Rivers have been the sub- ject of court decrees and private agreements. Approx- imately 40 dams on streams in or tributary to the area are under supervision of the State as regards safety. 11. At the present time a net area of approximately 189,900 acres is irrigated in the San Joaquin Area, distributed among the several units as follows : West- ern Mokeluinne Unit, 50,800 acres ; Eastern Mokel- uinne Unit, 52,500 acres; Calaveras Unit, 44.500 acres ; and Littlejohns Unit, 42,100 acres. It is prob- able that the ultimate land use pattern will include a net area of about 275,000 acres of irrigated land, distributed among the several units as follows : West- ern Mokeluinne Unit, 56,000 acres ; Eastern Mokel- uinne Unit, 88,000 acres; Calaveras Unit, 59,000 acres ; and Littlejohns Unit, 72,000 acres. 12. Of the total amount of water, including rain- fall, consumptively used in the San Joaquin Area at the present time, more than 70 per cent is consumed in the production of irrigated crops. Dry-farmed and fallow lands, native vegetation, and lands devoted to miscellaneous uses including urban, consume the re- mainder. At the present time the total mean seasonal consumptive use of water in the area is about 837,000 acre-feet, distributed among the several units as fol- lows : Western Mokeluinne Unit, 190,000 acre-feet; Eastern Mokeluinne Unit, 219,000 acre-feet; Cala- veras Unit, 201,000 acre-feet; and Littlejohns Unit, 227,000 acre-feet. 13. Under conditions of ultimate development the total mean seasonal consumptive use of water will probably increase to about 1,122,000 acre-feet, dis- tributed among the several units as follows : Western Mokeluinne Unit, 224,000 acre-feet; Eastern Mokel- uinne Unit, 317,000 acre-feet ; Calaveras Unit, 235,000 acre-feet ; and Littlejohns Unit, 346,000 acre-feet. 14. The present requirement for supplemental water in the San Joaquin Area, in order to prevent progressive perennial lowering of ground water levels and to eliminate the threat of attendant degrada- tion of mineral quality of the ground water, is about 97,000 acre-feet per season, distributed among the several units as follows : Western Mokeluinne Unit, none; Eastern Mokelumne Unit, 29,000 acre-feet; Calaveras Unit, 18,000 acre-feet ; and Littlejohns Unit, 50,000 acre-feet. To the extent that water is consumptively used in and exported from tributary drainage basins, the water supply available to the San Joaquin Area is correspondingly reduced. Thus, an increase in the amount of such use and export would increase the supplemental water requirement over the foregoing estimate, which was based on the amount of water historically available to the area during the base period. 15. Under ultimate conditions of development the requirement for supplemental water in the San Joa- quin Area probably will increase to about 382,000 acre-feet per season, distributed among the several units as follows : Western Mokelumne Unit, 34,000 acre-feet ; Eastern Mokelumne Unit, 127,000 acre- feet ; Calaveras Unit, 52,000 acre-feet ; and Littlejohns Unit, 169,000 acre-feet. 16. Major features of The California Water Plan, which is presently being formulated under direction of the State Water Resources Board, could provide water to meet all or a portion of the probable ulti- mate supplemental requirement of the San Joaquin x\rea. The Feather River Project, an adopted feature of The California Water Plan, could accomplish this purpose by release of water conserved in Oroville Reservoir to supplement existing supplies in the Sac- ramento-San Joaquin Delta, and by pumped diver- sion of the firmed water from the Delta to the San Joaquin Area. It has been estimated that cost of such a supply would be about $2.50 per acre-foot in the Delta. The Folsom Project, providing regulatory storage on the American River, could likewise meet all or a portion of the probable ultimate supplemental requirement of the San Joaquin Area by conveyance of water conserved in Polsom Reservoir to the area by gravity conduit, or by release of the water to sup- plement existing supplies in the Sacramento-San Joa- quin Delta and by the pumped diversion of the firmed water from the Delta to the San Joaquin Area. Esti- mated costs of such a supply, on a three per cent in- terest basis, would be about $3.20 per acre-foot if de- livered by gravity to the area, or about $1.00 per acre- foot in the Delta. 17. It is feasible from an engineering standpoint to so regulate and conserve the flood flows of Dry Creek and the Mokelumne and Calaveras Rivers, the princi- pal streams tributary to the San Joaquin Area, as to yield sufficient new water to meet the present supple- mental requirement of the area and to provide some capacity for future growth in the requirement. How- ever, such new water supplies would be insufficient to meet the probable ultimate supplemental require- ment of the area. Furthermore, these streams are the SUMMARY OF CONCLUSIONS Ul natural sources of water supply to meet the probable ultimate supplemental requirements in certain moun- tain and foothill service areas, and the Mokelumne River is presently under consideration to supply addi- tional export water for municipal purposes in the San Francisco Bay area. Satisfaction of these require- ments would impair the feasibility of projects on these streams for the benefit of the San Joaquin Area. 18. The potential new water supply which could be practicably developed from the Cosumnes River is in- adequate to satisfy probable ultimate supplemental water requirements in the mountain and foothill serv- ice areas for which it is a natural source of supply. However, sufficient water could be imported from the South Fork of the American River to augment the developed local supplies and meet the ultimate supple- mental requirements. Under such circumstances, little or no potential yield would remain for development in the Cosumnes River for possible utilization in the San Joaquin Area. 19. The potential new water supply which could be practicably developed from Dry Creek is inade- quate to satisfy probable ultimate supplemental water requirements in the mountain and foothill service areas for which it is a natural source of supply. The ultimate supplemental requirements of these service areas could be most practicably satisfied by water im- ported from the American, Cosumnes, and Mokelumne Rivers, augmented by the developed local supplies within the Dry Creek watershed. Under such circum- stances, a moderate amount of potential yield would remain for development in Dry Creek for possible utilization in the San Joaquin Area. 20. The potential new water supply which could be practicably developed from the Mokelumne River could satisfy probable ultimate supplemental water requirements in the mountain and foothill service areas for which it is a natural source of supply. How- ever, under such circumstances, little or no potential yield -would remain for development in the river for further utilization in the San Joaquin Area and for further export to other areas. Furthermore, adjust- ments would probably be required with present down- stream users of Mokelumne River water. 21. The potential new water supply which could be practicably developed from the Calaveras River is inadequate to satisfy probable ultimate supplemental water requirements in the mountain and foothill serv- ice areas for which it is a natural source of supply. However, sufficient water could be imported from the Stanislaus River to augment the developed local supplies and meet the ultimate supplemental require- ments. Under such circumstances, little or no poten- tial yield would remain for development in the Cala- veras River for possible utilization in the San Joa- quin Area. 22. The potential new water supply which could be practicably developed from the Stanislaus River could satisfy probable ultimate supplemental water requirements in the mountain and foothill service areas for which it is a natural source of supply, if augmented by new water supplies developed from the Calaveras River. Under such circumstances, a sub- stantial amount of potential yield would remain for development in the Stanislaus River for possible utili- zation in the San Joaquin Area and for possible ex- port to other areas. 2.'5. Under the Delta-Mokelumne River Diversion Project, new irrigation water sufficient to meet the present supplemental requirement in the Eastern Mokelumne Unit, together with additional water for growth in the requirement for a number of years in the future, could be developed by construction of facilities for pumping water, firmed by either the Feather River or Folsom Projects, directly from the Sacramento-San Joaquin Delta, and by construction of facilities for conveyance to and distribution of the firmed water in the irrigation system of the Wood- bridge Irrigation District. In exchange, an equal amount of water now served the district would be diverted by pumps from the Mokelumne River to serve irrigable lands in the Eastern Mokelumne Unit. Cost estimates indicate that under this project the average annual cost of the new water in the service areas would be about $3.20 per acre-foot, on a three per cent interest basis, not including costs for firming the delta water. 2-1. Under the Mokelumne River Project, new irri- gation water to more than meet the present supple- mental requirement in the Eastern Mokelumne Unit could be developed by construction of facilities for pumping surplus water directly from the Mokelumne River, and conveyance of the pumped water to service areas in the unit. Cost estimates indicate that under this project the annual cost of new water in the service area would be about $2.10 per acre-foot on a three per cent basis, not including costs of the surface distribu- tion system, nor of the duplicate system of standby "round water pumping wells. 25. Under the Mehrten Project, new irrigation water sufficient to meet a portion of the present sup- plemental requirement in the Eastern Mokelumne Unit could be developed by construction of a dam and reservoir on the Mokelumne River at the Mehrten site, and facilities for diversion and conveyance of the conserved water to service areas in the unit. Cost estimates indicate that under this project the average annual cost of the new water in the service areas would be about $13.30 per acre-foot, on a three per cent interest basis. 26. Under the Camanche Project, new irrigation water sufficient to meet the present supplemental re- quirement in the Eastern Mokelumne Unit, together with additional water for growth in the requirement for a number of years in the future, and new hydro- electric power, could be developed by construction of 142 SAX JOAQUIN COUNTY INVESTIGATION a dam and reservoir on the Mokelumne River at the Camanche site, a hydroelectric power plant below the dam, and facilities for diversion and conveyance of the conserved water to service areas in the unit. New irrigation water could also be provided for use in the Western Mokelumne Unit for anticipated future growth in its water requirement. Cost estimates in- dicate that under this project the average annual costs of water in service areas in the Western and Eastern Mokelumne Units would be about $8.70 and $10.20 per acre-foot, respectively, on a three per cent interest basis. These estimates include credit for power revenues anticipated from the project. 27. Under the Middle Bar Project, new irrigation water sufficient to meet a portion of the present sup- plemental requirement in the Eastern Mokelumne Unit, and new hydroelectric power, could be de- veloped by construction of a dam and reservoir on the Mokelumne River at the Middle Bar site, a hydro- electric power plant below the dam, and facilities for diversion and conveyance of the conserved water to service areas in the unit. Cost estimates indicate that under this project the average annual cost of the new water in the service areas would be about $10.20 per acre-foot, on a three per cent interest basis. This esti- mate includes credit for power revenues anticipated from the project. 28. Under the Railroad Flat Project, new irriga- tion water sufficient to meet a portion of the present supplemental requirement in the Eastern Mokelumne Unit could be developed by construction of a dam and reservoir on the Mokelumne River at the Railroad Flat site, diversion of flood water from the Middle Fork of the Mokelumne River to the reservoir, and construction of facilities for diversion and conveyance of the conserved water to service areas in the unit. Cost estimates indicate that under this project the average annual cost of the new water in the service areas would be about $29.70 per acre-foot, on a three per cent interest basis. 29. Under the lone Project, new irrigation water sufficient to meet the present supplemental require- ment in the portion of the Eastern Mokelumne Unit lying north of the Mokelumne River, together with additional water for a growth in the requirement of this service area for a number of years in the future, could be developed by construction of a dam and reservoir on Dry Creek at the lone site, and facilities for diversion and conveyance of the conserved water to the service area. Cost estimates indicate that under this project the average annual cost of the new water in the service area would be about $5.80 per acre- foot, on a three per cent interest basis. 30. Under the Irish Hill Project, new irrigation water sufficient to meet the present supplemental re- quirement in the portion of the Eastern Mokelumne Unit lying north of the Mokelumne River, together with additional water for growth in the requirement of this service area for a number of years in the future, could be developed by construction of a dam and reservoir on Dry Creek at the Irish Hill site, diversion of flood water from Sutter Creek to the reservoir, and construction of facilities for diversion and conveyance of the conserved water to the service area. Cost estimates indicate that under this project the average annual cost of the new water in the serv- ice area would be about $8.35 per acre-foot, on a three per cent interest basis. 31. Under the Delta-Stockton Diversion Project, new municipal water sufficient to meet the present supplemental requirement in the Calaveras Unit, to- gether with additional water for growth in require- ments for a number of years in the future, both in the Calaveras Unit and the southerly portion of the Western Mokelumne Unit, could be developed by con- struction of facilities for pumping water, firmed by either the Feather River or Folsom Projects, directly from the Sacramento-San Joaquin Delta, and by con- struction of facilities for treatment and conveyance to and distribution of the firmed water in the existing water system serving the City of Stockton and en- virons. Cost estimates indicate that under this project the average annual cost of the new treated water distributed in the service area would be about $30.20 per acre-foot, on a three per cent interest basis, not including the cost for firming up the delta water. 32. Under the New Hogan Project, new irrigation water sufficient to meet the present supplemental re- quirement in the Calaveras Unit and a portion of the present supplemental requirement in the Littlejohns Unit, together with additional water for growth of the requirement in the Calaveras Unit for a number of years in the future, and substantial flood control, could be developed by construction of a dam and reservoir on the Calaveras River at the site of the existing Hogan Dam, and facilities for diversion and conveyance of the conserved water to the service areas. Cost estimates indicate that under this project the average annual cost of the new water in the serv- ice areas would be about $2.65 per acre-foot, on a three per cent interest basis. This estimate includes credit for anticipated federal contribution in the amount of the flood control benefits. 33. Under the Delta-Little Johns Diversion Project, new irrigation water sufficient to meet the present supplemental requirement in the Littlejohns Unit, together with additional water for some growth of the requirement in the future, could be developed by construction of facilities for pumping water, firmed by either the Feather River or Folsom Projects, di- rectly from the Sacramento-San Joaquin Delta, and by construction of facilities for conveyance of the firmed water to service areas in the unit. Cost esti- mates indicate that under this project the average SUMMARY OF CONCLUSIONS 143 annual cost of the new water in the service areas would be about $4.70 per acre-foot, on a three per (•nit interest basis, not including the cost for firming up the delta water. 34. Under the New Melones Project, new water sufficient to meet the present supplemental require- ment in the San Joaquin Area, together with addi- tional water for growth in the requirement for a number of years in the future, new hydroelectric power, and substantial flood control, could be de- veloped by construction of a dam and reservoir on the Stanislaus River near the site of the existing Melones Dam, a hydroelectric power plant below the new dam, and facilities for diversion and conveyance of the stored water to the area. Assuming that the Tri-Dam Project will be constructed, that adjudi- cated water rights on the Stanislaus River are valid and in effect, cost estimates indicate that under this project the annual cost of the new water in Stanis- laus County, Littlejohns Unit, Calaveras Unit, south of the Mokelumne River in the Eastern Mokelumne Unit, north of the Mokelumne River in the Eastern Mokelumne Unit, and in the City of Stockton would be about $2.10 per acre-foot, $1.15 per acre-foot, $3.30 per acre-foot, $4.70 per acre-foot, $6.50 per acre-foot, and $21.50 per acre-foot, respectively, on a three per cent interest basis. This estimate includes credits for anticipated federal contribution in the amount of the flood control benefits and for anticipated power revenues. DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SAN JOAQUIN COUNTY INVESTIGATION LOCATION OF SAN JOAQUIN AREA 1953 SAN JOAQUIN COUNTY INVESTIGATION HYDROGRAPHIC UNITS ORGANIZED WATER AGENCIES 1952 LEGEND RECIPITATIC • PRECIPITATION STATION [| INVESTIGATED AREA DIVISION OF WATER RESOURCES SAN JOAQUIN COUNTY INVESTIGATION LINES OF EQUAL MEAN SEASONAL PRECIPITATION 1898-1947 MEAN SEASONAL PRECIPITATION 14.10 INCHES ■ i i| , j_ 1 , Mil III 1 ; ! ! RECORDED SEASONAL PRECIPITATION AT STOCKTON ACCUMULATED DEPARTURE FROM MEAN SEASONAL PRECIPITATION AT STOCKTON DIVISION OF WATER RESOURCES ! MEAN SEASONAL N VTURAL RUNOFF 780,000 ACRE -FEET K 1 EC < o j < ! D -rtrt : 1 ' I 1 1 i THC u Z 1 ! ! 1894-95 1899-1900 1904-05 1909-10 1914-15 1919-20 1924-25 1929-30 1934-35 1939-40 1944-45 1949-50 ESTIMATED SEASONAL NATURAL RUNOFF OF MOKELUMNE RIVER AT CLEMENTS DIVISION Of WATER RESOURCES ol if) - ^ 2 S« --- ^ = w — » 0) O) £ 0) ^ 'S \ v^ v^m \ S» w-S. zl I 1 5 z £ z z z z , z z z oz ZZ Z ZZ<; C\J U CM ru w rvj 1 ro cm c\J 3fM fAJ OJ P) fOfO^A'-] ik — M 200 \ f j * g 1 ___,, ii IS § i 5 g 1 »e , TllT ^ Alluvium 5=_ _ — — — -' '■.■■;-^ --^-- ^ 100 | * * s , i ^h Z^ and = e^_ — ■-=-:'" j Ai = 3 s r- — m S - — =^7^ IH _ J--— i2!L i" - "H*" _ ^ _ II I /,„ "" SEA LEVEL r-ffi m m fM "^ — ^ ~~ ~~" r^ — — = ^1 =1 / '''*' / ^ :i:!l: SEA LEVEL "" r^l ^ E^i" ii'° ^ -E W? ^ ■■;!:: '*'-$ / Ftf ^= -100 ■ 2 «LL0W. m M gg K = P H H /IB ffi / / ffl H -100 ■ffl Eg 1 H § i I ® .-= x I i 1 /i P -200 -200 O ^1; ir^zJ / ^fS =^=7 .«*«V / '^R -300 B w^ lliiii / lb." -:=:= ' -300 :K5: / ;:■:= =:•:■: / 2 =~ / Sg :.,,,: / 2 ° -400 Eh E=: Arroyo Seco and Laguna Formations / / Valley Springs Formation / Mehrten Formation / < -400 • O b gb O •A Bf± ^-3 •* ^ -500 b=-: / 3 -500 ' 1- fS it- / t- z 'll / 2 - -600 HT= ^€2 s / -eoo z O / / o / / I E%^ r^ / / < > / s / / u -700 n ^=2 §">E -700 U / s r^ ^^ / / y / / / -800 / / -aoo / / £>: / ' / ' / / -900 " — ffl -900 777 • =T>7 / / HI S y LEGEND / / -1000 * IE / -1000 ™ / . ^ BLU[ cl«» m „.»op« □— ^«- / / 5 .» OST0 . E ES3?r,^r^ D) H— ^-ovc,„ / rTTFJj X formation eouNOARr 1* T> M ^ (APPROXIMATE! / / s / , CALE5 DEPARTMENT OF PUBLIC WORKS / 1 i ) DIVISION OF WATER RESOURCES SAN JOAQUIN COUNTY INVESTIGATION (00 ., X V 1935 1940 CALAVERAS UNIT 1 1 1 2N/8E-I8D! I 1 1 *«* \ 1 1 1 IN/6E-I2BI- ;** s "> k / s / VNi *\ ( \ •*«. /.. V v S \ \ / "■••. ^ \ y ' V ^ NTE *POL ATEC A v \ \ k\ t -■■= < \ h 22 Id Id Id U 34 < L K D (/) 40 Z D 46 5 52 a 1935 1940 LITTLEJOHNS UNIT 1 t 1 IN/7E-I2RI \ \ / 1 NTERPOLATED 1 J '•"" *> INI/9E-3IFI y\ „.- ~.^ -*•" ^ •"'J-^ ■- — 4N/5E — 11-11 V/ 2N/6E-3AI 1935 1940 WESTERN MOKELUMNE UNIT SAN JOAQUIN COUNTY INVESTIGATION MEASURED FALL DEPTHS TO GROUND WATER AT REPRESENTATIVE WELLS 42 44 -\ \ 46 \ "^ 48 /\ ' \ 50 _S 52 h U 54 U L. z UJ 56 i I Q z D 60 fC -12 YEAR BASE PERIOD - 1935 1940 1945 EASTERN MOKELUMNE UNIT ^A i 1 i I i i i i \ ^\ 22 \/v y \ \ \ 24 26 28 30 h lil Ul u if 11 I J K) 2 36 3 — 12 YEAR BASE PERIOD - 1 1 1 1 -12 YEAR B/ SE PERIOD — 1935 1940 1945 LITTLEJOHNS UNIT — 12 YEAR BASE PERIOD — 1935 1940 1945 CALAVERAS UNIT 1930 1935 1940 1945 1950 WESTERN MOKELUMNE UNIT SAN JOAQUIN COUNTY INVESTIGATION ESTIMATED AVERAGE FALL DEPTH TO GROUND WATER SAN JOAQUIN COUNTY INVESTIGATION LINES OF EQUAL CHANGE GROUND WATER ELEVATIONS FALL OF 1939 TO FALL OF 1951 SAN JOAQUIN COUNTY INVESTIGATION LINES OF EQUAL CHANGE GROUND WATER ELEVATIONS FALL OF 1949 TO FALL OF 1952 LEGEND — ^ PROPOSED WORKS -^ • EXISTING WORKS DIVISION' OF WATER RESOURCES SAN JOAQUIN COUNTY INVESTIGATION EXISTING WATER CONSERVATION WORKS AND WORKS CONSIDERED FOR FUTURE DEVELOPMENT 1953 SAN JOAQUIN COUNTY INVESTIGATION IRRIGATED AND IRRIGABLE LANDS 1951-52 SAN JOAQUIN COUNTY INVESTIGATION DELTA - MOKELUMNE RIVER DIVERSION PROJECT 1953 \ / S-V. / — \. i Mitwo! a A \^ I' > _3 /'n V PROJECT AREA LENGTH IN FEET PROFILE OF DAM LOOKING UPSTREAM SECTION OF DAM DIVISION OF WATER RESOURCES SAN JOAQUIN COUNTY INVESTIGATION MEHRTEN PROJECT 1953 PROJECT AREA 1^\ / \ S /. I: / L j \ Vs. j: 1 = _ =rn — p^_ 1 1 s ^ — ^~~ i LENGTH IN FEET PROFILE OF DAM LOOKING UF5TREAM RESERVOIR SITE DIVISION OF WATER RESOURCES SAN JOAQUIN COUNTY INVESTIGATION CAMANCHE PROJECT 1953 LENGTH IN FEET PROFILE Or OAM LOOKING UPSTREAM DIVISION OF V SAN JOAQUIN COUNTY INVESTIGATION RAILROAD FLAT PROJECT 1953 PLATE 22 PROJECT AREA h 30' -I SCALE OF MILES I I '° \ | CREST ELEV. 215' CREST ELEV 21 ~-~~-^ -rf _. S° ■ ' y a 10 00 LtNGl H IN F 14 00 .6 1. 00 2C 00 fJ PROFILE OF DAM LOOKING UPSTREAM SECTION OF DAM SCALE OF FEET SAN JOAQUIN COUNTY INVESTIGATION IONE PROJECT 1953 ~ 300 400 500 eoo sn ^ CREST ELEV 550' ^ ~~ // ( — ^ ^>- ^C^ * -' v\ /, / \ // / \ ^2t:'j o°""S V-V S%' ' "- -''' 350 PROJECT AREA SCALE OF WILES •\y CREST ELEV 550' 800 goo 1400 1500 LENGTH IN FEET PROFILE OF DAM LOOKING UPSTREAM SECTION OF DAM SCALE OF FEET DEPARTMENT OF PUBLIC WORKS DIVISION OF WATER RESOURCES SAN JOAQUIN COUNTY INVESTIGATION IRISH HILL PROJECT 1953 TREATMENT PLANT SEDIMENTATION BASINS CHLORINATION J DIAGRAMMATIC PROFILE DIVERSION WORKS AND TREATMENT PLANT DIVISION OF WATER RESOURCES SAN JOAQUIN COUNTY INVESTIGATION DELTA -STOCKTON DIVERSION PROJECT 1953 f - y \ r-v^ ——c^. \ y ^v- 1 ,' - -* - — ' ■ - ^^^XISTINC D«M CUES! ELCVATIO .«. ~ ^ _ s -- " ■ --- ^^ 1 s / \ \ / / \ \ \ fv / / \ \ / \ / 1 \ 1 / PROJECT AREA LENGTH IN FEET PROFILE OF DAM LOOKING UPSTREAM DIVISION OF WATER RESOURCES SAN JOAQUIN COUNTY INVESTIGATION NEW HOGAN PROJECT 1953 x £S&B&$&&->riBi-F*s ! * I 1 - 1 N J "\> --- ^ ^ . / I s ■ ^ -- ""~ / v. ^~^ txi AM CREST ELE ATIO HUM' --- / / ~~ ■ --. L 1 '--. 1 — /> tj^- ' ■;::•: \ / I \ / / \ / / 1 \ / LENGTH IN fEET profile: or dam LOOKING UPSTREAM DIVISION OF WATER RESOURCES SAN JOAQUIN COUNTY INVESTIGATION NEW HOGAN PROJECT 1953 GENERAL PLAN - s~ \\ \ CREST ELEV ...^ / / N \ - 5 ,,LO,.T CREST ELEV..,,- ,' " \ A /* s ■ \ /' \\ \ / f,% ■ \ s s X A 'y\ X s r / / i \ / / — 1 ' / -- \. — '--> LENGTH IN EEET PROFILE OF DAM LOOKING UPSTREAM OF WATER RESOURCES SAN JOAQUIN COUNTY INVESTIGATION NEW MELONES PROJECT 1953 APPENDIX A AGREEMENTS (145) 6—19144 TABLE OF CONTENTS AGREEMENTS Agreements, and Their Supplements, Between the State Water Resources Board, the County of San Joaquin, and the Department of Public Works Page Agreement Providing for Investigation and Report on Underground Water Supply in the Calaveras River Area, February 19, 1948 147 Supplemental Agreement Providing for Continuation of Investigation and Report on Underground Water Supply in the Calaveras River Area, March 23, 1949 148 Agreements Providing for Investigation and Report on Underground Water Supply in the Mokelumne River Area, November 10, 1948 150 Supplemental Agreement Providing for Continuation of Investigation ami Report on Underground Water Supply in the Mokelumne River Area, December 6, 1949_ 152 Agreement Providing for Investigation and Report on the Ground Water Supply in the Farmington-Collegeville Area, December 1, 1949 153 Supplemental Agreement Providing for Continuation of Investigation and Report on the Ground Water Supply in the Farmington-Collegeville Area, December 1, 1950 . 155 Supplemental Agreement Providing for Continuation of Collection of Hy- drographic and Ilydrologie Data in the Farmington-Collegeville Area During the Period Between June 1, 1952 and June 1, 1953, Dated June 1, 1952 157 Agreement Between the State Water Resources Board, the North San Joaquin Water Conservation District, and the Department of Public Works Page Agreement Providing for Continuation of Collection of Hydrographic and Hydrologic Data in the Mokelumne River Area During the Period Be- tween November 1, 1951 and December 31, 1952, Dated November 1, 1951_ 159 Agreement Between the State Water Resources Board, the Stockton-East San Joaquin Water Conservation District, and the Department of Public Works Page Agreement Providing for Continuation of Collection of Hydrographic and Hvdrologic Data in the Calaveras River Area During the Period Between May 1, 1952, and May 1, 1953, Dated May 1, 1952 161 l 14ti i APPENDIX A 141 AGREEMENT BETWEEN THE STATE WATER RESOURCES BOARD, THE COUNTY OF SAN JOAQUIN AND THE DEPARTMENT OF PUBLIC WORKS Tins Agreement, executed in quadruplicate, en- tered into by the State Water Resources Board, here- inafter referred to as the "Board"; the County of San Joaquin, hereinafter referred to as the ' ' County ' ' ; and the Department of Public Works, acting through the agency of the State Engineer, hereinafter referred to as the "State Engineer": WITNESSETH: Whereas, by the State Water Resources Act of 194). as amended, the Board is authorized to make investigations, studies, surveys, hold hearings, prepare plans and estimates, and make recommendations to the Legislature in regard to water development proj- ects, including flood control plans and projects; and Whereas, by said act, the State Engineer is au- thorized to cooperate with any county, city, State agency or public district on flood control and other water problems and when requested by any thereof may enter into a cooperative agreement to expend money in behalf of any thereof to accomplish the pur- poses of said act ; and Whereas, the County desires and hereby requests the Board to enter into a cooperative agreement for the making of an investigation and report on the under- ground water supply in the Calaveras River Area, bounded approximately by Bellota on the east, the San Joaquin River on the west. Duck Creek on the south, and Bear Creek on the north, in the County of San Joaquin, including quality, replenishment and utiliza- tion thereof, and, if possible, a method or methods of solving the water problems involved ; and Whereas, the Board hereby requests the State En- gineer to cooperate in making an investigation and report on the underground water supply in said Cala- veras River Area, including quality, replenishment and utilization thereof, and, if possible, a method or methods of solving the water problems involved ; Now Therefore, in consideration of the premises and of the several promises to be faithfully per- formed by each as hereinafter set forth, the Board, the County, and the State Engineer do hereby mutually agree as follows : ARTICLE I— WORK TO BE PERFORMED: The work to be performed under this agreement shall consist of investigation and report on the under- ground water supply in the Calaveras River Area, bounded approximately by Bellota on the east, the San Joaquin River on the west, Duck Creek on the south, and Bear Creek on the north, in the County of San Joaquin, including quality, replenishment and uti- lization thereof, and, if possible, a method or methods of solving the water problems involved. The Board by this agreement authorizes and directs the State Engineer to cooperate by making said inves- tigation and report and by otherwise advising and assisting in making an evaluation of present and idti- mate underground water problems in said Calaveras River Area, and in formulating a solution or solutions of the water problems thereof. During the progress of said investigation and report all maps, plans, information, data and records per- taining thereto which are in the possession of any party hereto shall be made fully available to any other party for the due and proper accomplishment of the purposes and objects hereof. The work under this agreement shall be diligently prosecuted with the objective of completion of the in- vestigation and report on or before March 1, 1950, or as nearly thereafter as possible. ARTICLE II— FUNDS : The County, upon execution by it of this agree- ment, shall transmit to the State Engineer the sum of Seven Thousand Dollars ($7,000) for deposit, subject to the approval of the Director of Finance, into the Water Resources Revolving Fund in the State Treas- ury, for expenditure by the State Engineer in per- formance of the work provided for in this agreement. Also, upon execution of this agreement by the Board, the Director of Finance will be requested to approve the transfer of the sum of Seven Thousand Dollars ($7,000) from funds appropriated for the support of the Board by the Budget Act of 1947, for expenditure by the State Engineer in performance of the work provided for in this agreement and the State Con- troller will be requested to make such transfer. If the Director of Finance, within thirty (30) days after receipt by the State Engineer of said Seven Thousand Dollars ($7,000) from the County, shall not have approved the deposit thereof into said Water Re- sources Revolving Fund, together with the transfer of the sum of Seven Thousand Dollars ($7,000) from funds appropriated for the support of the Board by the Budget Act of 1947, for expenditure by the State Engineer in performance of the work provided for in this agreement, said sum contributed by the County shall be returned thereto by the State Engineer. It is understood by and between the parties hereto that the sum of Fourteen Thousand Dollars ($14,000) to be made available as hereinbefore provided is ade- quate to perform approximately half of the above specified work and it is the understanding that either (he County or an appropriate local agency will make a further sum of Seven Thousand Dollars ($7,000) available at the commencement of the second year of said investigation which will be subject to a matching 148 SAN JOAQUIN COUNTY INVESTIGATION or contribution in an equal sum by the Board for the completion of said investigation and report. The Board and the State Engineer shall under no circumstances be obligated to expend for or on account of the work provided for under this agreement any amount in excess of the sum of Fourteen Thousand Dollars ($14,000) as made available hereunder and when said sum is exhausted, the Board and the State Engineer may discontinue the work provided for in this agreement and shall not be liable or responsible for the resumption and completion thereof until fur- ther sums as specified in the preceding paragraph are made available. Upon completion of and final payment for the work provided for in this agreement, the State Engineer shall furnish to the Board and to the County a state- ment of all expenditures made under this agreement. One-half of the total amount of all said expenditures shall be deducted from the sum advanced from funds appropriated to said Board, and one-half of the total amount of all said expenditures shall be deducted from the sum advanced by the County and any bal- ance which may remain shall be returned to the Board, and to the County, in equal amount. ARTICLE III— EFFECTIVE DATE This agreement shall become effective immediately upon its execution by all the parties hereto. In Witness "Whereof, the parties hereunto have affixed their signatures, the County of San Joaquin on the 26th day of January, 1948, the Board on the 19th day of February, 1948, and the State Engineer on the 11th day of February, 1948. Approval Recommended : /s/ Spencer Burroughs Principal Attorney Division of Water Resources Approved as to Form : /s/ Frederick L. Felton County Counsel County of San Joaquin Approved : /s/ James S. Dean Director of Finance Approved as to Legality : /s/ C. C. Carleton Chief Attorney Department of Public Works COUNTY OF SAN JOAQUIN By /s/ W. R. Ruggles Chairman, Board of Supervisors /s/ R. E. Graham Clerk, Board of Supervisors [seal] STATE WATER RESOURCES BOARD By /s/ Royal Miller Chairman DEPARTMENT OF PUBLIC WORKS STATE OF CALIFORNIA By /s/ C. H. Purcell Director of Public Works /s/ Edward Hyatt Edward Hyatt State Engineer "seal] SUPPLEMENTAL AGREEMENT BETWEEN THE STATE WATER RESOURCES BOARD, THE COUNTY OF SAN JOAQUIN, AND THE DEPARTMENT OF PUBLIC WORKS This Agreement, executed in quintuplicate, entered into as of February 19, 1949, by the State Water Resources Board, hereinafter referred to as the "Board"; the County of San Joaquin, hereinafter referred to as the ' ' County ' ' ; and the Department of Public Works of the State of California, acting through the agency of the State Engineer, herein- after referred to as the "State Engineer." WITNESSETH : Whereas, by agreement heretofore entered into by and between the County of San Joaquin, the Board and the State Engineer, executed by the County on the 26th day of January, 1948, by the Board on the 19th day of February, 1948, and by the State Engineer on the 11th day of February, 1948, the making by the State Engineer of an investi- gation and report on the underground water supply in the Calaveras River Area, bounded approximately by Bellota on the east, the San Joaquin River on the west, Duck Creek on the south, and Bear Creek on the north, in the County of San Joaquin, including quality, replenishment and utilization thereof and, if possible, a method or methods of solving the prob- lems involved, was provided for; and Whereas, it was the expressed intention in said agreement that at the commencement of the second year of said investigation the County of San Joaquin, APPENDIX A 149 or an appropriate local agency, would make available a further sum of Seven Thousand Dollars ($7,000) subject to a matching or contribution in equal amount by the Board for the completion of said investigation ' and report ; and Whereas, the Stockton and East San Joaquin ; Water Conservation District, a local agency, was duly ; organized and is operating under the provisions of | Chapter 1020 of the Statutes of 1931, known as the "Water Conservation Act of 1931," and said District i includes the investigational area described in said .prior agreement and said District is such an appro- priate agency within the intent and meaning of said i prior agreement, but said District has no funds avail- able at this time for the completion of said investiga- tion and report; and Whereas, additional funds are required to com- plete said investigation and report, and it is the de- isire of the parties hereto that an additional sum of Fourteen Thousand Dollars ($14,000) shall be pro- vided. Seven Thousand Dollars ($7,000) by the •County, and Seven Thousand Dollars ($7,000) by the iBoard ; j Now Therefore, in consideration of the premises and of the several promises to be faithfully performed iby each as hereinafter set forth, the Board, the iCounty, and the State Engineer do hereby mutually agree as follows : 1. The County, upon execution by it of this agree- ment, shall transmit to the State Engineer the sum Jof Seven Thousand Dollars ($7,000) for deposit, sub- |ject to the approval of the Director of Finance, into the Water Resources Revolving Fund in the State Treasury for expenditure by the State Engineer in Approved as to form : /s/ Frederick L. Felton County Counsel, County of San Joaquin \pproval Recommended : /s/ Henry Holsinger Principal Attorney Division of Water Resources Approval Recommended : /s/ C. R. Montgomery Chief Attorney Department of Public Works Approved : /s/ James S. Dean Director of Finance continuing performance of the work provided for in said prior agreement to which this agreement is sup- plemental. 2. Upon execution of this agreement by the Board, the Director of Finance will be requested to approve the transfer of the sum of Seven Thousand Dollars ($7,000) from funds appropriated to the Board by Item 335 of the Budget Act of 1948 for expenditure by the State Engineer in continuing performance of the work provided for in said prior agreement to which this agreement is supplemental, and the State Controller will be requested to make such transfer. 3. The Board and the State Engineer shall under no circumstances be obligated to expend for or on ac- count of the work provided for in said prior agree- ment to which this agreement is supplemental any amount in excess of the sum of Twenty-Eight Thou- sand Dollars ($28,000) as made available under said prior agreement and this supplemental agreement and if funds are exhausted before completion of said work the Board and the State Engineer may discontinue said work and shall not be liable or responsible for the completion thereof. 4. In so far as consistent herewith and to the ex- tent adaptable hereto, all of the terms and provisions of said prior agreement to which this agreement is supplemental are hereby made applicable to this agreement and are hereby confirmed, ratified, and con- tinued in effect. In Witness Whereof, the parties hereunto have affixed their signatures, the County on the 28th day of February, 1949, the Board of the 14th day of March, 1949, and the State Engineer on the 23rd day of March, 1949. COUNTY OF SAN JOAQUIN By W. R. Ruggles /s/ Chairman, Board of Supervisors R. E. Graham /s/ Clerk. Board of Supervisors STATE WATER RESOURCES BOARD By /s/ C. A. Griffith Chairman DEPARTMENT OF PUBLIC WORKS STATE OF CALIFORNIA By s/ C. H. Purcell Director of Public Works /s/ Edw t ard Hyatt Edward Hyatt State Engineer C.C.B. Form F.J.M. Budget Villlll' I >escript. DEPARTMENT OF FINANCE A P V R O V E 1) Apr s 1949 150 SAX JOAQUIN COUNTY INVESTIGATION AGREEMENT BETWEEN THE STATE WATER RESOURCES BOARD, THE COUNTY OF SAN JOAQUIN AND THE DEPARTMENT OF PUBLIC WORKS This Agreement, executed in quadruplicate, en- tered into by the State Water Resources Board, here- inafter referred to as the "Board"; the County of San Joaquin, hereinafter referred to as the ' ' County ' ' ; and the Department of Public Works, acting through the agency of the State Engineer, hereinafter referred to as the "State Engineer": WITNESSETH: Whereas, by the The State Water Resources Act of 1945, as amended, the Board is authorized to make investigations, studies, surveys, hold hearings, prepare plans and estimates, and make recommendations to the Legislature in regard to water development projects, including flood control plans and projects; and Whereas, by said act, the State Engineer is author- ized to cooperate with any county, city, State agency or public district on flood control and other water problems and when requested by any thereof may enter into a cooperative agreement to expend money in behalf of any thereof to accomplish the purposes of said act ; and Whereas, the County desires and hereby requests the Board to enter into a cooperative agreement for the making of an investigation and report on the underground water supply in the Mokelumne River Area, bounded approximately by Clements on the east, the San Joaquin River on the west, Bear Creek on the south, and Dry Creek on the north, in the County of San Joaquin, including quality, replenish- ment and utilization thereof, and, if possible, a method or methods of solving the water problems in- volved ; and Whereas, the Board hereby requests the State Engineer to cooperate in making an investigation and report on the underground water supply in said Mo- kelumne River Area, including quality, replenishment and utilization thereof, and, if possible, a method or methods of solving the water problems involved ; Now Therefore, in consideration of the premises and of the several proniises to be faithfully performed by each as hereinafter set forth, the Board, the County, and the State Engineer do hereby mutually agree as follows : ARTICLE I— WORK TO BE PERFORMED: The work to be performed under this agreement shall consist of investigation and report on the under- ground water supply in the Mokelumne River Area, bounded approximately by Clements on the east, the San Joaquin River on the west, Bear Creek on the south, and Dry Creek on the north, in the County of San Joaquin, including quality, replenishment and utilization thereof, and, if possible, a method 01 methods of solving the water problems involved. The Board by this agreement authorizes and directs the State Engineer to cooperate by making said in- vestigation and report and by otherwise advising and assisting in making an evaluation of present and ulti- mate underground water problems in said Mokelumne River Area, and in formulating a solution or solutions of the water problems thereof. During the progress of said investigation and reporl all maps, plans, information, data and records per- taining thereto which are in the possession of any party hereto shall be made fully available to any other party for the due and proper accomplishment of the purposes and objects hereof. The work under this agreement shall be diligently prosecuted with the objective of completion of the investigation and report on or before July 1, 1950, or as nearly thereafter as possible. ARTICLE II— FUNDS: The County, upon execution by it of this agreement, shall transmit to the State Engineer the sum of Six Thousand Five Hundred Dollars ($6,500) for deposit, subject to the approval of the Director of Finance, into the Water Resources Revolving Fund in the State Treasury, for expenditure by the State Engineer in performance of the work provided for in this agree- ment. Also, upon execution of this agreement by the Board, the Director of Finance will be requested to approve the transfer of the sum of Six Thousand Five Hundred Dollars ($6,500) from funds appropriated to the Board by Item 335 of the Budget Act of 1948, for expenditure by the State Engineer in performance of the work provided for in this agreement and the State Controller will be requested to make such transfer. If the Director of Finance, within thirty (30) days after receipt by the State Engineer of said Six Thou- sand Five Hundred Dollars ($6,500) from the County, shall not have approved the deposit thereof into said Water Resources Revolving Fund, together with the transfer of the sum of Six Thousand Five Hundred Dollars ($6,500) from funds appropriated to the Board by Item 335 of the Budget Act of 1948, for expenditure by the State Engineer in performance of the work provided for in this agreement, said sum con- tributed by the County shall be returned thereto by the State Engineer. It is understood by and between the parties hereto that the sum of Thirteen Thousand Dollars ($13,000) to be made available as hereinbefore provided is ade- quate to perform approximately half of the above specified work and it is the understanding that either APPENDIX A 151 the County or an appropriate local agency will make a further sum of Six Thousand Dollars ($6,000) avail- able at the commencement of the second year of said investigation which will be subject to a matching or con- tribution in an equal sum by the Board for the com- pletion of said investigation and report. The Board and the State Engineer shall under no circumstances be obligated to expend for or on ac- count of the work provided for under this agreement 'any amount in excess of the sum of Thirteen Thou- sand Dollars ($13,000) as made available hereunder and when said sum is exhausted, the Board and the iState Engineer may discontinue the work provided 'for in this agreement and shall not be liable or re- sponsible for the resumption and completion thereof ■until further sums as specified in the preceding para- graph are made available. Upon completion of and final payment for the work provided for in this agreement, the State Engi- lpproval Kecommended : /s/ Henry Holsinger Principal Attorney Division of Water Resources Approved as to Form : /s/ Frederick L. Felton County Counsel County of San Joaquin Approved : s James S. Dean Director of Finance Approved as to Legality : /s/ C. C. Carleton Chief Attorney Department of Public Works neer shall furnish to the Board and to the County a statement of all expenditures made under this agree- ment. One-half of the total amount of all said ex- penditures shall be deducted from the sum advanced from funds appropriated to said Board, and one-half of the total amount of all said expenditures shall be deducted from the sum advanced by the County and any balance which may remain shall be returned to the Board, and to the County, in equal amount. ARTICLE III— EFFECTIVE DATE: This agreement shall become effective on July 1, 1948, or upon its execution by all the parties hereto, whichever is the later date. IN WITNESS WHEREOF, the parties hereunto have affixed their signatures, the County of San Joa- quin on the 22nd day of November, 1948, the Board on the 3rd day of December, 1948, and the State Engineer on the 10th day of November, 1948. COUNTY OF SAN JOAQUIN By /s/ W. R. Ruggles Chairman, Board of Supervisors /s/ R. E. Graham Clerk, Board of Supervisors /s/ By I. M. Golding Deputy Clerk STATE WATER RESOURCES BOARD By /s/ C. A. Griffith Chairman DEPARTMENT OF PUBLIC WORKS STATE OF CALIFORNIA By /s/ C. H. Purcell Director of Public Works /s/ Edward Hyatt Edward Hyatt State Engineer 152 SAN JOAQUIN COUNTY INVESTIGATION SUPPLEMENTAL AGREEMENT BETWEEN THE STATE WATER RESOURCES BOARD, THE COUNTY OF SAN JOAQUIN, AND THE DEPARTMENT OF PUBLIC WORKS This Agreement, executed in quintuplicate, by the State Water Resources Board, hereinafter re- ferred to as the ' ' Board ' ' ; the County of San Joa- quin, hereinafter referred to as the "County"; and the Department of Public Works of the State of Cali- fornia, acting through the agency of the State Engi- neer, hereinafter referred to as the "State Engineer." WITNESSETH: Whereas, by agreement heretofore entered into by and between the County, the Board and the State Engineer, executed by the County on the 22nd day of November, 1948, by the Board on the 3rd day of December, 1948, and by the State Engineer on the 10th day of November, 1948, the making by the State Engineer of an investigation and report on the un- derground -water supply in the Mokelumne River area, bounded approximately by Clements on the east, the San Joaquin River on the west, Bear Creek on the south, and Dry Creek on the north, in the County of San Joaquin, including quality, replenish- ment and utilization thereof, and, if possible, a method or methods of solving the water problems in- volved, was provided for ; and Whereas, pursuant to said agreement the sum of Thirteen Thousand Dollars ($13,000) was made avail- able to the State Engineer, to perform approximately half of said specified work, consisting of the sum of Six Thousand Five Hundred Dollars ($6,500) pro- vided by the County and the sum of Six Thousand Five Hundred Dollars ($6,500) provided by the Board ; and Whereas, it was the expressed intention in said agreement that at the commencement of the second year of said investigation the County would make available a further sum of Six Thousand Dollars ($6,000) subject to a matching or contribution in equal amount by the Board for the completion of said investigation and report ; and Whereas, additional funds are now required to complete said investigation and report, and it is the desire of the parties hereto that an additional sum of Twelve Thousand Dollars ($12,000) shall be provided, Six Thousand Dollars ($6,000) by the County, and Six Thousand Dollars ($6,000) by the Board; Now Therefore, in consideration of the premises and of the several promises to be faithfully performed by each as hereinafter set forth, the Board, the County, and the State Engineer do hereby mutually agree as follows: 1. The County, upon execution by it of this agree- ment, shall transmit to the State Engineer the sum of Six Thousand Dollars ($6,000) for deposit, subject to the approval of the Director of Finance, into the Water Resources Revolving Fund in the State Treas- ury for expenditure by the State Engineer in con- tinuing performance of the work provided for in said prior agreement to which this agreement is supple- mental. 2. Upon execution of this agreement by the Board, the Director of Finance will be requested to approve the transfer of the sum of Six Thousand Dollars ($6,000) from funds appropriated to the Board by Item 259 of the Budget Act of 1949 for expenditure by the State Engineer in continuing performance of the work provided for in said prior agreement to which this agreement is supplemental, and the State Controller will be requested to make such transfer. 3. The Board and the State Engineer shall under no circumstances be obligated to expend for or on ac- count of the work proiuded for in said prior agree- ment to which this agreement is supplemental any amount in excess of the sum of Twenty Five Thousand Dollars ($25,000) as made available under said prior agreement and this supplemental agreement and if funds are exhausted before completion of said work the Board and the State Engineer may discontinue said work and shall not be liable or responsible for the completion thereof. 4. In so far as consistent herewith and to the extent adaptable hereto, all of the terms and provisions of said prior agreement to which this agreement is sup- plemental are hereby made applicable to this agree- ment and are hereby confirmed, ratified, and con- tinued in effect. In Witness Whereof, the parties hereunto have affixed their signatures, the County on the 14th day of November, 1949, the Board on the 1st day of De- cember, 1949, and the State Engineer on the 6th day of December, 1949. APPENDIX A 153 Approved as to form : s Frederick L. Felton County Counsel County of San Joaquin Approval Recommended : s Henry Holsinger Principal Attorney Division of Water Resources Approval Recommended : /s/ C. R. Montgomery Chief Attorney Department of Public Works Approved : Director of Finance COUNTY OF SAN JOAQUIN By /s/ W. R, Rucgles Chairman, Board of Supervisors /s/ I. M. GOLDING Clerk, Board of Supervisors STATE WATER RESOURCES BOARD By s/ C. A. Griffith Chairman DEPARTMENT OF PUBLIC WORKS STATE OF CALIFORNIA C. H. PURCELI, Director of Public Works By s Frank B. Durkee Deputy Director /s/ Edward Hyatt Edward Hyatt State Engineer i seal] E. J. R. Form F. J. M. Budget Value Descript. Department of Finance APPROVED Dec 19 1940 James S. Dean, Director Original signed by Louis J. Heinzek Administrative Adviser AGREEMENT BETWEEN THE STATE WATER RESOURCES BOARD, THE COUNTY OF SAN JOAQUIN AND THE DEPARTMENT OF PUBLIC WORKS This Agreement, executed in quadruplicate, en- tered into as of December 1, 1949, by the State Water Resources Board, hereinafter referred to as the ' ' Board ' ' ; the County of San Joaquin, hereinafter referred to as the ' ' County ' ' ; and the Department of 'Public Works, acting through the agency of the State Engineer, hereinafter referred to as the "State Engi- neer": WITNESSETH: Whereas, by The State Water Resources Act of 1945, as amended, the Board is authorized to make investigations, studies, surveys, prepare plans and estimates, and make recommendations to the Legisla- ture in regard to water development projects; and Whereas, by said act, the State Engineer is author- ized to cooperate with any county, city, State agency or public district on flood control and other water problems and when requested by any thereof may enter into a cooperative agreement to expend money in behalf of any thereof to accomplish the purposes of said act; and Whereas, the County desires and hereby requests the Board to enter into a cooperative agreement for the making of an investigation and report on the ground water resources in the Farmington-College- ville area, bounded approximately by the county line on the east side of San Joaquin County on the east, the French Camp Road on the west, the north bound- ary of the Oakdale and South San Joaquin irrigation districts on the south, and the south boundary of the Stockton and East San Joaquin Water Conservation District on the north, in the County of San Joaquin, including location, replenishment, quality and utiliza- tion thereof, and, if possible, a method or methods of solving the water problems involved ; Now Therefore, in consideration of the premises and of the several promises to be faithfully performed by each as hereinafter set forth, the Board, the l.->4 SAX JOAQUIN COUNTY INVESTIGATION County, and the State Engineer do hereby mutually agree as follows : ARTICLE I— WORK TO BE PERFORMED : The work to be performed under this agreement shall consist, of an investigation and report on the ground water supply in said Farmington-Collegeville area, in the Comity of San Joaquin, including loca- tion, replenishment, quality, and utilization thereof, and, if possible, a method or methods of solving the water problems involved. The Board by this agreement authorizes and di- rects the State Engineer to cooperate by making said investigation and report and by otherwise advising and assisting in making an evaluation of present and ultimate ground water problems in said Farmington- Collegeville area, and in formulating a possible solu- tion of the water problems thereof. During the progress of said investigation and re- port all maps, plans, information, data and records pertaining thereto which are in the possession of any party hereto shall be made fully available to any other party for the due and proper accomplishment of the purposes and objects hereof. The work under this agreement shall be diligently prosecuted with the objective of completion of the in- vestigation and report on or before December 31, 1951, or as nearly thereafter as possible. ARTICLE II— FUNDS: The County, upon execution by it of this agree- ment, shall transmit to the State Engineer the sum of Four Thousand Five Hundred Dollars ($4,500) for deposit, subject to the approval of the Director of Finance, into the Water Resources Revolving Fund in the State Treasury, for expenditure by the State Engineer in performance of the work provided for in this agreement. Also, upon execution of this agree- ment by the Board, the Director of Finance will be requested to approve the transfer of the sum of Four Thousand Five Hundred Dollars ($4,500) from funds made available to the Board by Item 259 of the Budget Act of 1949, as augmented, for expediture by the State Engineer in performance of the work provided for in this agreement and the State Con- troller will be requested to make such transfer. If the Director of Finance, within thirty (30) days after receipt by the State Engineer of said Four Thousand Five Hundred Dollars ($4,500) from tin County, shall not have approved the deposit thereo into said Water Resources Revolving Fund, togethei with the transfer of the sum of said Four Thousanc Five Hundred Dollars ($4,500) from funds mad< available to the Board, for expenditure by the Stati Engineer in performance of the work provided foi in this agreement, such sum contributed by tht County shall be returned thereto by the State Engi neer. It is understood by and between the parties hereto that the sum of Nine Thousand Dollars ($9,000) tc be made available as hereinbefore provided is ade- quate to perform approximately forty per cent of the above specified work and it is the understanding that either the County or an appropriate local agency will make a further sum of Seven Thousand Dollars ($7,000) available at the commencement of the second year of said investigation which will be subject to a matching or contribution in an equal sum by the Board for the completion of said investigation and report. The Board and the State Engineer shall under no circumstances be obligated to expend for or on ac- count of the work provided for under this agreement any amount in excess of the sum of Nine Thousand Dollars ($9,000) as made available hereunder and when said sum is exhausted, the Board and the State Engineer may discontinue the work provided for in this agreement and shall not be liable or responsible for the resumption and completion thereof until fur- ther sums as specified in the preceding paragraph are made available. Upon completion of and final payment for the work provided for in this agreement, the State Engi- neer shall furnish to the Board and to the County a statement of all expenditures made under this agree- ment. One-half of the total amount of all said expend- itures shall be deducted from the sum advanced from funds appropriated to said Board, and one-half of the total amount of all said expenditures shall be de- ducted from the sum advanced by the County and any balance which may remain shall be returned to the Board, and to the County, in equal amount. In Witness Whereof, the parties hereto have executed this agreement to be effective as of the date hereinabove first written. APPENDIX A 1 :>.-) Approved as to Form: s Frederick L. Felton County Counsel County of San Joaquin Approval Recommended : /s Henry Holsinger Principal Attorney Division of Water Resources Approved as to Legality: /s. C. R. Montgomery Chief Attorney Department of Public Works Approved : Director of Finance COUNTY OF SAN JOAQUIN By s W. R. Ruggles [seal] Chairman, Board of Supervisors /s/ R. E. Graham Clerk, Board of Supervisors STATE WATER RESOURCES BOARD By s C. A. Griffith Chairman DEPARTMENT OF PUBLIC WORKS STATE OF CALIFORNIA C. II. PURCELL Bj- ,/s/ Frank B. Durkee Deputy Director of Public Works /s/ Edward Hyatt Edward Hyatt State Engineer seal] E.J.R. Form F.J.M. Budgel Value Descript. DEPARTMENT OF FINANCE A P P R V E I> Jan 1!) 1950 James S. Dean, Director By Louis J. Heinzer Administrative Adviser SUPPLEMENTAL AGREEMENT BETWEEN THE STATE WATER RESOURCES BOARD, THE COUNTY OF SAN JOAQUIN, AND THE DEPARTMENT OF PUBLIC WORKS This Agreement, executed in quintuplicate, en- tered into as of December 1, 1950, by the State Water Resources Board, hereinafter referred to as the i 'Board"; the County of San Joaquin, hereinafter referred to as the ' ' County ' ' ; and the Department of Public AVorks of the State of California, acting through the agency of the State Engineer, hereinafter •eferred to as the "State Engineer." WITNESSETH : Whereas, by agreement heretofore entered into as of December 1, 1949, by and between the County, the Board, and the State Engineer, it was provided that the work to be performed thereunder shall con- sist of the making by the State Engineer of an in- vestigation and report on the ground water resources in the Farmington-Collegeville area, bounded approx- imately by the county line on the east side of San Joaquin County on the east, the French Camp Road on the west, the north boundary of the Oakdale and South San Joaquin irrigation districts on the south, and the south boundary of the Stockton and East San Joaquin AVater Conservation District on the north, in the County of San Joaquin, including loca- tion, replenishment, quality and utilization thereof, and, if possible, a method or methods of solving the water problems involved ; and Whereas, under said agreement the County made available the sum of Four Thousand Five Hundred Dollars ($4,500) which was matched in an equal amount by the Board for expenditure by the State Engineer in the performance of the work provided for in said agreement ; and Whereas, it was the expressed intention in said agreement that at the commencement of the second year of said investigation the County or an appropri- ate local agency, would make available a further sum of Seven Thousand Dollars ($7,000) subject to a matching or contribution in an equal sum by the Board for the completion of said investigation and report ; and Whereas, the funds provided for under said prior agreement, to which this agreement is supplemental, have been exhausted and additional funds are now required to complete said investigation and report, and it is the desire of the parties hereto that an addi- 156 SAX JOAQUIN COUNTY INVESTIGATION tional sum of Fourteen Thousand Dollars ($14,000) shall be provided, Seven Thousand Dollars ($7,000) by the County and Seven Thousand Dollars ($7,000) by the Board ; Now Therefore, in consideration of the premises and of the several promises to be faithfully performed by each as hereinafter set forth, the Board, the County, and the State Engineer do hereby mutually agree as follows : 1 . The County, upon execution by it of this agree- ment, shall transmit to the State Engineer the sum of Seven Thousand Dollars ($7,000) for deposit, sub- ject to the approval of the Director of Finance, into the Water Resources Revolving Fund in the State Treasury for expenditure by the State Engineer in continuing performance of the work provided for in said prior agreement to which this agreement is sup- plemental. 2. Upon execution of this agreement by the Board, the Director of Finance will be requested to approve the transfer of the sum of Seven Thousand Dollars ($7,000) from funds appropriated to the Board by Item 257 of the Budget Act of 1950 for expenditure by the State Engineer in continuing performance of the work provided for in said prior agreement t( which this agreement is supplemental, and the Statt Controller will be requested to make such transfer. 3. The Board and the State Engineer shall undei no circumstances be obligated to expend for or on account of the work provided for in said prior agree ment to which this agreement is supplemental any amount in excess of the sum of Twenty-Three Thou- sand Dollars ($23,000) as made available under said prior agreement and this supplemental agreement and l if funds are exhausted before completion of said work the Board and the State Engineer may discontinue said work and shall not be liable or responsible for> tin 1 completion thereof. 4. In so far as consistent herewith and to the extent' adaptable hereto, all of the terms and provisions of- said prior agreement to which this agreement is sup- plemental are hereby made applicable to this agree- ment and are hereby confirmed, ratified, and con- tinued in effect. In Witness Whereof, the parties hereto have executed this agreement to be effective as of the date hereinabove first written. Approved as to form : /s/ Frederick L. Felton County Counsel County of San Joaquin Approval Recommended : /s/ Henry IIolsinger Principal Attorney Division of Water Resources Approval Recommended : /s/ Robert E. Reed Attorney, Department of Public Works Approved : Director of Finance COUNTY OF SAN JOAQUIN By /s/ George Ohm Chairman, Board of Supervisors /s/ R. E. Graham Clerk, Board of Supervisors STATE WATER RESOURCES BOARD By /s/ C. A. Griffith Chairman DEPARTMENT OF PUBLIC WORKS STATE OF CALIFORNIA C. H. PURCELL Director of Public Works By /s/ Frank B. Durkee Deputy Director /s/ A. D. Edmonston A. D. Edmonston State Engineer SEAL [seal] L.N.G. Form J.S.R. Budget VALUE DESCRIPT. DEPARTMENT OF FINANCE APPROVED Mar 8 1951 James S. Dean, Director By /s/ Louis J. Hkinzer Administrative Adviser APPENDIX A SUPPLEMENTAL AGREEMENT BETWEEN THE STATE WATER RESOURCES BOARD, THE COUNTY OF SAN JOAQUIN, AND THE DEPARTMENT OF PUBLIC WORKS 157 This Agreement, executed in quintuplicate, entered mto as of June 1, 1952, by the State Water Resources Board, hereinafter referred to as the ' ' Board ' ' ; the bounty of San Joaquin, hereinafter referred to as the 'County"; and the Department of Public Works of Ihe State of California, acting through the agency of die State Engineer, hereinafter referred to as the State Engineer" : WITNESSETH : Whereas, an investigation of the Farmington-Col- segeville Area in San Joaquin County has been con- ducted by the Department of Public Works, acting by itud through the agency of the State Engineer, be- ween December 1949 and May 1952, and a report on he results of said investigation is being prepared pur- uant to a cooperative arrangement between the De- lartment and the County of San Joaquin whereby the Vork accomplished, including the preparation of a •eport, was financed with funds contributed equally ;iy the County of San Joaquin and the State of Cali- ornia; and I Whereas, funds were appropriated to the Board iy Item 269 of the Budget Act of 1952 for continuing Vork on ground water level and stream flow measure- ments, a quality of water check, and collection of crop urvey records in the Farmington-Collegeville Area in a matching basis pending accomplishment of solu- ion of the water problems in that area ; and ' Whereas, by The State Water Resources Act of 945, as amended, the Board is authorized to make uvestigations, studies, surveys, prepare plans and stimates, and make recommendations to the Legisla- ure in regard to water development projects ; and Whereas, by said act, the State Engineer is author- ed to cooperate with any county, city, State Agency r public district on flood control and other water roblems and when requested by any thereof may liter into a cooperative agreement to expend money l behalf of any thereof to accomplish the purpose of lid act; and Whereas, the County desires and hereby requests he Board to enter into a cooperative agreement ir the making of ground water level and stream u\v measurements, a quality of water check, and crop irveys in the Farmington-Collegeville Area between fune 1, 1952 and June 1, 1953. Now Therefore, in consideration of the prem- ies and of the several promises to be faithfully per- >rmed by each as hereinafter set forth, the Board, ie County, and the State Engineer do hereby mu- lallv agree as follows : ARTICLE I— WORK TO BE PERFORMED The work to be performed under this agreement may include a series of ground water level measure- ments in the fall of 1952 and the spring of 1953, stream flow measurements from time to time, collec- tion and analysis of samples of surface and ground waters, collection of crop survey records and compila- tion of results of such measurements, analysis and other data, and operation and maintenance of the stream gaging stations on Lone Tree Creek at Valley Home, Lone Tree Creek at Austin Road, Tempo Creek at Jack Tone Road, French Camp Slough at Sharp's Lane, Duck Creek at Farmington, and Duck Creek at Mariposa Road. The Board by this agreement authorizes and directs the State Engineer to cooperate in performing said work and compiling the results thereof. During the progress of said investigation all maps, plans, information, data, and records pertaining thereto which are in the possession of any party hereto shall be made fully available to any other party for the due and proper accomplishment of the purposes and objects hereof. The work under this agreement shall be diligently prosecuted with the objective of completion of the investigation and compilation of data by June 1, 1953, or as nearly thereafter as possible. ARTICLE II— FUNDS The County, upon execution by it of this agreement, shall transmit to the State Engineer the sum of One Thousand Dollars ($1,000) for deposit, subject to the approval of the Director of Finance, into the Water Resources Revolving Fund in the State Treas- ury, for expenditures by the State Engineer in per- formance of the work provided for in this agreement. Also, upon execution of this agreement by the Board, the Director of Finance will be requested to approve the transfer of the sum of One Thousand Dollars ($1,000) from funds made available to the Board by Item 269 of the Budget Act of 1952, as augmented, into the Water Resources Revolving Fund in the State Treasury, for expenditure by the State Engi- neer in performance of the work provided for in this agreement and the State Controller will be requested to make such transfer. If the Director of Finance, within thirty (30) days after receipt by the State Engineer of said One Thou- sand Dollars ($1,000) from the County, shall not have approved the deposit thereof into said Water Resources Revolving Fund, together with the sum of said One Thousand Dollars ($1,000) transferred 158 SAN JOAQUIN COUNTY INVESTIGATION from funds made available to the Board, for ex- penditure by the State Engineer in performance of the work provided for in this agreement, such sum contributed by the County shall be returned thereto by the State Engineer. The Board and the State Engineer shall under no circumstances be obligated to expend for or on account of the work provided for under this agree- ment any amount in excess of the sum of Two Thou- sand Dollars ($2,000) as made available hereunder and when said sum is exhausted, the Board and the State Engineer may discontinue the work provided for in this agreement and shall not be liable or re- sponsible for the resumption and completion thereof. Upon completion of and final payment for the work provided for in this agreement, the State Engi- neer shall furnish to the Board and to the County a statement of all expenditures made under this agreement. One-half of the total amount of all said expenditures shall be deducted from the sum ad- vanced from funds appropriated to said Board, and one-half of the total amount of all said expenditures shall be deducted from the sum advanced by the | County and any balance which may remain shall be \ returned to the Board, and to the County, in equal amount. In Witness AVhereof, the parties hereto have executed this agreement to be effective as of the, date hereinabove first written. Approved as to Form and Procedure /s/ F. L. Felton County Counsel County of San Joaquin Approved as to Form and Procedure /s/ Mark C. Nosler Attorney for Division of Water Resources Approved as to Form and Procedure Attorney, Department of Public Works Approved : Director of Finance COUNTY OF SAN JOAQUIN By /s/ George Ohm Chairman, Board of Supervisors STATE WATER RESOURCES BOARD By /s/ C. A. Griffith Chairman STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS Frank B. Durkee Director of Public Works [SEAL J By /s/ Russell S. Munro Russell S. Munro Acting Deputy Director of Public AYorks /s/ A. D. Edmonston A. D. Edmonston State Engineer L. E. Z. Form F. J. M. Budget Value Deseript. DEPARTMENT OF FINANCE APPROVED JUL 14 1952 James S. Dean, Director Original signed by Louis J. Heinzee Administrative Adviser APPENDIX A AGREEMENT BETWEEN THE STATE WATER RESOURCES BOARD, THE NORTH SAN JOAQUIN WATER CONSERVATION DISTRICT, AND THE DEPARTMENT OF PUBLIC WORKS 159 This Agreement, executed in quintuplicate, en- tered into as of November 1, 1951, by the State Water Resources Board, hereinafter referred to as the "Board"; the North San Joaquin Water Conserva- tion District, hereinafter referred to as the "Dis- trict"; and the Department of Public Works of the State of California, acting through the agency of the State Engineer, hereinafter referred to as the "State Engineer" : WITNESSETH : Whereas, an investigation of the Mokelumne River Area in San Joaquin County has been conducted by jthe Department of Public Works, acting by and [through the agency of the State Engineer, between December 1948 and October 1951, and a report on the results of said investigation is being prepared pur- suant to a cooperative arrangement between the De- partment and the County of San Joaquin whereby [the work accomplished, including the preparation of ia report, was financed with funds contributed equally (by the County of San Joaquin and the State of California ; and Whereas, funds were appropriated to the Board by Item 251 of the Budget Act of 1951 for continuing work on ground water level and stream flow measure- ments, a quality of water check, and collection of crop survey records in the Mokelumne River Area on |a matching basis pending accomplishment of solution of the water problems in that area ; and Whereas, by The State Water Resources Act of '1945, as amended, the Board is authorized to make investigations, studies, surveys, prepare plans and estimates, and make recommendations to the Legis- lature in regard to water development projects; and Whereas, by said act, the State Engineer is au- thorized to cooperate with any county, city, State agency or public district on flood control and other water problems and when requested by any thereof may enter into a cooperative agreement to expend money in behalf of any thereof to accomplish the pur- poses of said act ; and Whereas, the District desires and hereby requests the Board to enter into a cooperative agreement for pie making of ground water level and stream flow measurements, a quality of water check, and crop surveys in the Mokelumne River Area between No- vember 1, 1951 and December 31, 1952. Now Therefore, in consideration of the premises and of the several promises to be faithfully per- formed by each as hereinafter set forth, the Board, Jthe District, and the State Engineer do hereby mu- tually agree as follows : ARTICLE I— AVORK TO BE PERFORMED The work to be performed under this agreement may include a series of ground water level measure- ments in the spring and fall of 1952, stream flow measurements from time to time, collection and analysis of samples of surface and ground waters, collection of crop survey records and compilation of results of such measurements, analysis and other data, operation and maintenance of the stream gag- ing station on the Mokelumne River at Clements. The Board by this agreement authorizes and di- rects the State Engineer to cooperate in performing said work and compiling the results thereof. During the progress of said investigation and re- port all maps, plans, information, data and records pertaining thereto which are in the possession of any party hereto shall be made fully available to any other party for the due and proper accomplishment of the purposes and objects hereof. The work under this agreement shall be diligently prosecuted with the objective of completion of the investigation and compilation of data by December 31, 1952, or as nearly thereafter as possible. ARTICLE II— FUNDS: The District, upon execution by it of this agree- ment, shall transmit to the State Engineer the sum of One Thousand Dollars ($1,000) for deposit, sub- ject to the approval of the Director of Finance, into the Water Resources Revolving Fund in the State Treasury, for expenditures by the State Engineer in performance of the work provided for in this agree- ment. Also, upon execution of this agreement by the Board, the Director of Finance will be requested to approve the transfer of the sum of One Thousand Dollars ($1,000) from funds made available to the Board by Item 251 of the Budget Act of 1951, as augmented, for expenditure by the State Engineer in performance of the work provided for in this agreement and the State Controller will be requested to make such transfer. If the Director of Finance, within thirty (30) days after receipt by the State Engineer of said One Thou- sand Dollars ($1,000) from the District, shall not have approved the deposit thereof into said Water Resources Revolving Fund, together with the trans- fer of the sum of said One Thousand Dollars ($1,000) from funds made available to the Board, for expendi- ture by the State Engineer in performance of the work provided for in this agreement, such sum con- tributed by the District shall be returned thereto by the State Engineer. 160 SAN JOAQUIN COUNTY INVESTIGATION The Board and the State Engineer shall under no circumstances be obligated to expend for or on ac- count of the work provided for under this agreement any amount in excess of the sum of Two Thousand Dollars ($2,000) as made available hereunder and when said sum is exhausted, the Board and the State Engineer may discontinue the work provided for in this agreement and shall not be liable or responsible for the resumption and completion thereof. Upon completion of and final payment for the work provided for in this agreement, the State Engineer shall furnish to the Board and to the District a state- Approved as to Form : /s/ R. P. Rott Attorney for North San Joaquin Water Conservation District Approved as to form and procedure /s/ Henry Holsinger Attorney for Division of Water Resources Approved as to form and procedure Attorney, Department of Public Works Approved : /s/ James S. Dean Director of Finance ment of all expenditures made under this agreement One-half of the total amount of all said expenditure: shall be deducted from the sum advanced from fund: appropriated to said Board, and one-half of the tota amount of all said expenditures shall be deductec from the sum advanced by the District and any bal ance which may remain shall be returned to the Board and to the District, in equal amount. In Witness Whereof, the parties hereto have exe cuted this agreement to be effective as of the dato hereinabove first written. NORTH SAN JOAQUIN WATER CONSERVATION DISTRICT By /s/ Louis Hieb Chairman, Board of Directors STATE WATER RESOURCES BOARD By /s/ C. A. Griffith Chairman STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS [seal] /s/ Frank B. Durkee Frank B. Durkee Director of Public Works Bv /s/ A. D. Edmonston A. D. Edmonston State Engineer L. E. S. Form F. .1. M. Budget Value Descript. DEPARTMENT OF FINANCE APPROVED NOV 8 1951 APPENDIX A 161 AGREEMENT BETWEEN THE STATE WATER RESOURCES BOARD, THE STOCKTON-EAST SAN JOAQUIN WATER CONSERVATION DISTRICT, AND THE DEPARTMENT OF PUBLIC WORKS Tins Agreement, executed in quintuplicate, en- sred into as of May 1, 1952, by the State Water esonrces Board, hereinafter referred to as the Board"; the Stockton-East San Joaquin Water lonservation District, hereinafter referred to as the District"; and the Department of Public Works of he State of California, acting through the agency of le State Engineer, hereinafter referred to as the State Engineer": WITNESSETH : Whereas, an investigation of the Calaveras River rea in San Joaquin County has been conducted by ie Department of Public Works, acting by and irough the agency of the State Engineer, between ebruary 1948 and April 1952, and a report on the ^sults of said investigation is being prepared pur- lant to a cooperative arrangement between the De- partment and the County of San Joaquin whereby the ork accomplished, including the preparation of a 'port, was financed with funds contributed equally v the County of San Joaquin and the State of Cali- >rnia ; and "Whereas, funds were appropriated to the Board by em 269 of the Budget Act of 1952 for continuing ork on ground level and stream flow measurements, quality of water check, and collection of crop survey ;cords in the Calaveras River Area on a matching isis pending accomplishment of solution of water roblems in that area; and Whereas, by The State Water Resources Act of 145, as amended, the Board is authorized to make ivestigations, studies, surveys, prepare plans and itimates, and make recommendations to the Legisla- te in regard to water development projects ; and Whereas, by said act, the State Engineer is author- ed to cooperate with any county, city, State agency * public district on flood control and other water roblems and when requested by any thereof may iter into a cooperative agreement to expend money | behalf of any thereof to accomplish the purposes [ said act ; and Whereas, the District desires and hereby requests ie Board to enter into a cooperative agreement for ie making of ground water level and stream flow t j asurements, a quality of water cheek, and crop sur- ■ys in the Calaveras River Area between May 1, 1952 ad May 1, 1953. Now Therefore, in consideration of the premises id of the several promises to be faithfully performed each as hereinafter set forth, the Board, the Dis- ict. and the State Engineer do hereby mutually :ree as follows : ARTICLE I— WORK TO BE PERFORMED The work to be performed under this agreement may include a series of ground water level measure- ments in the fall of 1952 and the spring of 1953, stream flow measurements from time to time, collec- tion and analysis of samples of surface and ground waters, collection of crop survey records and compila- tion of results of such measurements, analysis and other data, operation and maintenance of the stream gaging stations on the Calaveras River at Bellota, Calaveras River at Solari Road, and Mormon Slough at Bellota. The Board by this agreement authorizes and directs the State Engineer to cooperate in performing said work and compiling the results thereof. During the progress of said investigation and report all maps, plans, information, data and records per- taining thereto which are in the possession of any party hereto shall be made fully available to any other party for the due and proper accomplishment of the purposes and objects hereof. The work under this agreement shall be diligently prosecuted with the objective of completion of the in- vestigation and compilation of data by May 1, 1953, or as nearly thereafter as possible. ARTICLE II— FUNDS : The District, upon execution by it of this agree- ment, shall transmit to the State Engineer the sum of One Thousand Dollars ($1,000) for deposit, sub- ject to the approval of the Director of Finance, into the Water Resources Revolving Fund in the State Treasury, for expenditures by the State Engineer in performance of the work provided for in this agree- ment. Also, upon execution of this agreement by the Board, the Director of Finance will be requested to approve the transfer of the sum of One Thousand Dollars ($1,000) from funds made available to the Board by Item 269 of the Budget Act of 1952, as aug- mented, into the Water Resources Revolving Fund in the State Treasury, for expenditure by the State En- gineer in performance of the work provided for in this agreement and the State Controller will be re- quested to make such transfer. If the Director of Finance, within thirty (30) days after receipt by the State Engineer of said One Thou- sand Dollars ($1,000) from the District, shall not have approved the deposit thereof into said Water Resources Revolving Fund, together with the sum of said One Thousand Dollars ($1,000) transferred from funds made available to the Board, for expendi- ture by the State Engineer in performance of the work provided for in this agreement, such sum con- -19144 162 SAX JOAQUIN COUNTY INVESTIGATION tributed by the District shall be returned thereto by the State Engineer. The Board and the State Engineer shall under no circumstances be obligated to expend for or on ac- count of the work provided for under this agreement any amount in excess of the sum of Two Thousand Dollars ($2,000) as made available hereunder and when said sum is exhausted, the Board and the State Engineer may discontinue the work provided for in this agreement and shall not be liable or responsible for the resumption and completion thereof. Upon completion of and final payment for the work provided for in this agreement, the State Engineer shall furnish to the Board and to the District a state ment of all expenditures made under this agreement One-half of the total amount of all said expenditure shall he deducted from the sum advanced from fund appropriated to said Board, and one-half of the tota amount of all said expenditures shall be deductet from the sum advanced by the District and any bal ance which may remain shall be returned to th Board, and to the District, in equal amount. In Witness Whereof, the parties hereto have eJ cuted this agreement to be effective as of the dati hereinabove first written. Approved as to Form and Procedure /s/ Irving B. Neumiller Attorney for Stockton-East San Joaquin Water Conservation District STOCKTON-EAST SAN JOAQUIN WATER CONSERVATION DISTRICT By /s/ Francis Grupe Chairman, Board of Directors Approved as to Form and Procedure /s/ Henry Holsinger Attorney for Division of AVater Resources Approved as to Form and Procedure Attorney, Department of Public Works Approved : /s/ James S. Dean Director of Finance By A. Earl Washburn Deputy Director of Finance STATE WATER RESOURCES BOARD By /s/ C. A. Griffith Chairman STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS Frank B. Durkee Director of Public Works [seal] By /s/ Russell S. Munro Russell S. Munro Acting Deputy Director of Public Works /s/ A. D. Edmonston A. D. Edmonston State Engineer LKI) ! LFH Form I Budget Department of Finance APPEOV E D JUL 28 1952 APPENDIX B COMMENTS BY CONCERNED AGENCIES ON BULLETIN NO. 11, "SAN JOAQUIN COUNTY INVESTIGATION" i 163 ) TABLE OF CONTENTS Agency Page Amador County 165 Calaveras County Water District 165 East Bay Municipal Utility District 166 North San Joaquin Water Conservation District 169 Stockton and East San Joaquin Water Conservation District 173 Tuolumne County Water District No. 2 182 Woodbridge Irrigation District 185 ( 164 APPENDIX B 165 COMMENTS BY CONCERNED AGENCIES ON BULLETIN NO. 11, "SAN JOAQUIN COUNTY INVESTIGATION" AMADOR COUNTY Board of Supervisors Jackson, California, October 31, 1955 State Water Resources Board, 1120 N Street, Sacramento, California Subject: Bulletin No. 11 Gentlemen : We greatly appreciate the work of the ; State Water Resources Board in coordinating- the needs of the various water users along the North Fork of the Mokelumne River, as outlined in preliminary draft of Bulletin No. 11. The Board of Supervisors of Amador County at this time wish to bring to the attention of the State Water Resources Board the fact that an active proj- ect is under way to bring water to the villages of Volcano, Pioneer and Pine Grove by exercising the water rights involved in water right application No. 13034. Storage dams on Antelope Creek and Mill Creek with diversion from Tiger Creek and Panther Creek are now in process of survey and completion of the application during November is expected. Yours very truly, Earl J. Garbarini Board of Supervisors of Amador County CALAVERAS COUNTY WATER DISTRICT SAN ANDREAS, CALIFORNIA Sacramento 14, California October 31, 1955 State Water Resources Board, Public Works Building, Sacramento 5, California Subject: Comments on SWRB Bulletin No. 11 Gentlemen : In response to your invitation to com- ment on this bulletin, for inclusion in the final publi- cation, I am at the instance of the Board of Directors of Calaveras County Water District, attaching a "Summary of the Calaveras County Water District's Proposed Project for the Development of the North Fork of the Stanislaus River" prepared by the Dis- trict's engineer, which proposal bears upon the sub- j ject of the report, Very truly yours, Vernon Campbell President SUMMARY OF THE CALAVERAS COUNTY WATER DISTRICT'S PROPOSED PROJECT FOR THE DEVELOPMENT OF THE NORTH FORK OF THE STANISLAUS RIVER In order to coordinate the development of the waters of the North Fork of the Stanislaus River with the proposed development of the South and Middle Forks of the Mokelumne River and certain tributary streams of the Calaveras River for the com- plete service of the lands and urban areas in Cala- veras County, the district proposes the following- project for the North Fork of the Stanislaus River: An enlarged dam at the site of the present Spicer Dam and Reservoir will lie constructed to give a stor- age capacity of 45,000 acre-feet; the elevation at this dam will be approximately 6,368 feet. It is also pro- posed to construct a dam at the so-called Gann's site to create a storage reservoir at an elevation of 5,465 feet which will create a reservoir of 47,000 acre-feet. The waters from the storages at Spicer and Gann's Reservoirs commingled with the natural flow of the stream will be taken into a 5.9 mile conduit at the Gann's dam site and conveyed to the forebay of the Ramsay pow r er house at an elevation of 5,520 feet and thence conveyed to the power house at the backwaters of Ramsay Reservoir at elevation 4,740 feet. It is es- timated that this plant will have a generating capacity of 15,000 kw. It is proposed to construct a dam at the Ramsay site at elevation 4,535 and to have a stor- age capacity of 32,000 acre-feet, From the Ramsay damsite the natural flow of the river will be commingled with the stored waters from the three above-described reservoirs and conveyed in a conduit approximately eight miles in length to the forebay of a power house to be known as the Calaveras Power House, at an approximate elevation of 4,500 feet. This power plant will have a generating capacity of 20,000 kw. On this conduit at elevation approxi- mately 4,515 feet near the center of S. 13, T. 5 N., R. 15 E., M. D. B. & M. there will be provided a diver- sion works and tunnel entrance for use in conveying water to the headwaters of San Antone Creek from whence waters can be distributed across the head- waters of Calaveritas Creek, .lesus Maria Creek, Espe- i-anza Creek and the North Fork of the Calaveras llili SAX JOAQUIN COUNTY INVESTIGATION River for irrigation and other uses in central Cala- veras County. From the afterbay of the Calaveras Power House the waters will be diverted through a tunnel 4.!> miles long to Moran Creek near Avery at an elevation of approximately 3,400 feet and taken thence by conduit along the northerly side of San Domingo Creek to the forebay of a power house located at elevation 3,380 on San Domingo Creek. The installed generating ca- pacity will be 30,000 kw. From this point the waters may be turned into San Domingo Creek and conveyed to the Hogan Reservoir for storage and reregulation for use in west and northwest Calaveras County. The water will be taken at the tailrace at the Avery Power House and con- veyed approximately four miles to the forebay of another power house located at elevation 2,475 where the installed capacity will be 20,000 kw. This power house will be located at the backwater of the San Do- mingo Reservoir. San Domingo Dam to create San Domingo Reservoir with a capacity of 38.000 acre-feet will be located at elevation 1,705 on San Domingo ( 'reek. At this point the conversion from a purely power schedule to an irrigation schedule will commence. An irrigation conduit will be constructed from San Do- mingo Reservoir southwesterly to the top of Brunner Hill near Altaville and thence westerly to and across the ridge near Copperopolis where the waters so con- veyed will be passed through another power house located at elevation 1,650 near the townsite of Cop- peropolis with an installed generating capacity of 10,- 000 kw. The water from this power house will be con- veyed to Salt Springs Valley Reservoir which will be enlarged to a total capacity of 75,000 acre-feet and from there waters will be used for irrigation and in- cidental domestic purposes in the western portion of Calaveras County, the eastern portion of San Joaquin, and the northeast portion of Stanislaus County. Frank Davis EAST BAY MUNICIPAL UTILITY DISTRICT Oakland 23, California, November 8, 1955 State Water Resources Board Public Works Building, Sacramento 5, California Attention Mr. Harvey O. Banks, Acting State Engineer, Secretary Gentlemen : Enclosed herewith is a review by East Bay Mu- nicipal Utility District of Bulletin No. 11, "San Joaquin County Investigation," as amended by the major corrections and revisions made on September 15, 1955. The enclosure is transmitted to you in accordance with the suggestions which have previously been made by Mr. Edmonston and his staff members. It is regretted that the time element has been so complicated that we have been delayed in transmit- ting this document to you. Your courtesy in expressing a wish for our com- ments is greatly appreciated. Yours very truly, John W. McFarland General Manager COMMENTS BY EAST BAY MUNICIPAL UTILITY DISTRICT ON BULLETIN NO. 11 "SAN JOAQUIN COUNTY INVESTIGATION" A Publication of the State Water Resources Board, As Amended on September 15, 1955, By "Major Corrections and Revisions in Preliminary Draft of Bulletin No. 11, 'San Joaquin County Investigation,' Dated April, 1954," November, 1955 GENERAL STATEMENT This review of Bulletin No. 11 is presented by the East Bay Municipal Utility District pursuant to the suggestion of the Secretary of the State Water Re- sources Board. It deals with matters affecting water use and development on the Mokelumne River. The East Bay Municipal Utility District is a public agency, operated under the laws of the State of Cali- fornia, and governed by an elective board of directors. It was created by a vote of the people on May 8, 1923, in accordance with the Municipal Utility District Act of 1921, for the purpose of providing a water supply that would take care of existing and future require- ments of the East Bay area. The Mokelumne project, constructed in the four years 1925 to 1929 at a cost of $39,000,000, brought water from the Mokelumne River to the East Bay area in June of the latter year, narrowly averting a serious water shortage. Originally comprising an area of 93 square miles, the district has expanded by annexation of adjacent territory to an area of 213 square miles at the present time. It in- cludes the Cities of Oakland, Berkeley, Alameda, San Leandro, Albany, Piedmont and Emeryville in Ala- meda County ; Richmond, El Cerrito, San Pablo, Wal- nut Creek, Pinole and Hercules in Contra Costa County; and unincorporated communities in both counties. The 1955 population is estimated at 992,000. Daily water consumption for the Fiscal Year 1954-55 averaged 122,000,000 gallons. To meet the growing: demand, the district in 1949 constructed the Second APPENDIX B 167 Mokelumne Aqueduct at a cost of more than $21,000,- (000. The two aqueducts now in operation arc capable, when certain additional pumping capacity is added, of bringing' to the East Bay area the full amount of 200. 000.000 gallons daily, the capacity for which the project was originally designed and for which permit was issued by the State in 1926. This supply is ex- pected to meet demands for only a limited number of years. To supply the future water needs of this grow- ing area, the district plans a further development of its present source on the Mokelumne River, in accord- ance with its pending Application No. 13156, filed with the State Engineer in 1949. The study reported in Bulletin No. 11 finds that the probable ultimate annual supplemental water require- ment of the eastern and western Mokelumne units is a very substantial quantity, greater than the total new irrigation supply which could be developed for that purpose on the Mokelumne River, by construction of the Camanche, Middle Bar and Railroad Flat projects. It shows that Avater from either the Folsom project or the Delta diversion project must eventually be im- ported for use in the Mokelumne units if that area is to realize the potential growth and development of which it is capable, and that these two projects are (the only ones big enough to do the whole job. Further- imore. it is shown that irrigation water from these [projects can be supplied at less expense than any sup- ply obtained from the Mokelumne River projects. These findings are the major results of the bulletin relating to development of the Mokelumne River, and the utility district, from prior and independent studies made by its engineering staff, concurs in each of them. The bulletin states : i Results of the State-wide Water Resources Investigation to late indicate that if California is to attain growth and develop- ment commensurate with her manifold resources, nearly all of rhe potential reservoir storage capacity of the State must be instructed and dedicated to operation for water conservation purposes. The district likewise concurs in this statement, which is in close accord with the position of the district on development of the Mokelumne River, as expressed in its Application No. 13156 now pending before the Division of Water Resources. There is thus a basic agreement on major issues. With respect to certain other matters presented in the bulletin, it appears that the data and conclusions therein are not entirely in agreement with information available to the district or with conclusions which the district has reached as a result of its studies. Accord- ingly, the viewpoint of the district on these issues is presented in subsequent parts of this statement. How- ever, in many instances where agreement is lacking, the differences are of a technical nature or are con- sidered minor in the sense that they do not necessarily affect water development, and in such instances, com- ments are withheld. SAN JOAQUIN WATER SUPPLY AND UTILIZATION In the discussion of "Present Supplemental Water Requirement," the assumption is made that the pres- ent maximum monthly rate of diversion from the Mokelumne River by the Woodbridge Irrigation Dis- trict, was 450 second-feet in July. However, evidence is lacking to show that this rate of diversion is a bene- ficial use. The acreage irrigated and observations of canal wastage indicate that such a large quantity of diversion is not beneficially used by the Woodbridge Irrigation District. Accordingly, it appears that the assumed rate of diversion, and the resulting determi- nation of available supply in normal and wet years, are both too large. The same comments apply to the assumption of a full seasonal demand of 149,000 acre-feet for use by the Woodbridge Irrigation District. Evidence is lack- ing to show that this supply is or could be beneficially used. The irrigation efficiency of the irrigation dis- trict's system, measured by the ratio of consumptive use of surface water to gross headgate diversion, is indicated in the following tabulation: WOODBRIDGE IRRIGATION DISTRICT IRRIGATION EFFICIENCY irrigation Diversion Acres i season acre-feet irrif/ated 1939 99,920 12,784 :1!I40 90,470 13,217 1941 94,780 14,807 1942 93,840 13,512 1943 103,170 13,165 1944 115,530 14,756 1945 112,160 14,114 1946 128,570 16,081 1947 108,460 14,641 1948 123,510 13,975 1949 130,960 14,548 1950 145,880 15,743 1951 117,140 16,067 '' Data from which this tabulation was prepared were taken from Table 33, Bui. No. 11 1939- 1951 Gross Consumptive use Irrigation duty, of surface water * efficiency feet Acre-feet Feet percent 7.8 24,990 2.0 25 6.8 28,360 2.1 31 6.4 30,960 2.1 33 6.9 28,220 2.1 30 7.8 28,240 2.1 27 7.8 29,100 2.0 25 7.9 28,170 2.0 25 8.0 31,800 2.0 25 7.4 26,300 1.8 24 8.8 27,610 2.0 22 9.0 29,020 2.0 22 9.3 32,820 2.1 23 7.3 35,280 2.2 30 and Annual Reports of Woodbridge Irrigation District. 168 SAN JOAQUIN COUNTY INVESTIGATION The efficiencies are very low and do not meet the standards of reasonable beneficial use. The present 45 percent gross efficiency estimated in the bulletin to be the average for the San Joaquin area, including the Woodbridge area, is considerably better, but still is far from ideal. As pointed out in a subsequent section of the bulletin, it is " considered reasonable to assume that average irrigation efficiencies of 75 percent could be accomplished. * * * " In the tabulation of diversions from the Mokelumne River for 1948-49 through 1951-52, the diversions by riparian and appropriative divertors below Pardee Reservoir were 11,880; 12,330; 12,780; and 11,150 acre-feet per year respectively, for the four years, according to data and estimates by the Utility Dis- trict. These figures should replace the amounts of 14,600 acre-feet per year shown in the tabulation as an estimate obtained from the Utility District. Legal Considerations. It is noted that in the generally excellent discussion of this topic in the bulletin, no mention is made of the special provisions of the law governing the use of water for domestic and municipal purposes in Cali- fornia. The need for such supplies will, it is believed, have a bearing on the water development dealt with in the bulletin. These provisions referred to are con- tained in Sections 106.5 and 1460 to 1464 of the Water Code, and should, it is felt, be given consideration commensurate Avith the effect they may have on water supply development in San Joaquin County and other areas. Mountain and Foothill Service Areas. In Chapter IV of the bulletin is a discussion of the use of water in the mountain and foothill service areas designated as the West Point, Mokelumne and Bear Creek service areas. The ultimate water requirement estimated in Bulletin No. 11 for these areas is 112,000 acre-feet per year, presumably on the assumption that these areas would largely be devoted to irrigated ag- riculture. Mountain and foothill water supply is of great importance in the effect it may have on plans of the utility district. If the supply of 112,000 acre-feet annually is to be provided from the Mokelumne River for the mountain and foothill areas, as suggested in Bulletin No. 11, it would render totally infeasible the plans of the utility district under its Application 13156, or, in fact, any further development of the Mokelumne River except for the mountain and foothill areas. Data are not presented in the bulletin, how- ever, to indicate whether such use of water in the mountain and foothill areas would be agriculturally or economically feasible. Since the investigation is still in progress, the utility district believes that it should include a detailed soil survey of the mountain and foothill areas to be served. a study of the agricultural and economic factors in volved in the irrigation of these areas, as opposed t< the domestic, urban and industrial use of water whiel prevails there at the present time, and an investiga tion of supplies available on the Mokelumne River anc their cost. In view of the very high cost of the supph which could be developed at the Railroad Flat site it is suggested that consideration be given to the list of water pumped from the Folsom South Canal at least for the foothill service areas. The phrase "most practicably" is used to describe the supplying of water for the Mokelumne and Bear Creek service areas from the Mokelumne River. This is regarded as inconsistent with the lack of plans and costs for doing so. It would be most impracticable to consider a water cost of $29.70 per acre-foot (Table 66, Railroad Plat project, as contained in the "Major Corrections") to irrigate pasture in the foothill areas. It would be "physically" possible to serve these areas from the Mokelumne River, but the practicability of doing so is doubtful. It is noted that no mention is made of the possibility that water from the Stanislaus River could be utilized to irrigate the Mokelumne and Bear Creek service areas. Plate 16, on the other hand, shows a diversion from the Stanislaus into McCarty Reservoir site, whence it could readily be distributed to those service areas. It is desirable to determine the status and feasi- bility of this diversion. No information is given in the bulletin to show how the Mokelumne River could be developed to satisfy the water reqixirements in the mountain and foothill areas mentioned. If it were so developed, it appears that large pump lifts from low level reservoirs, to- gether with costly conduits, would be required. In that event, water from the Folsom South Canal would probably be more economical. East Bay Area The utility district is now diverting an average of about 180 second-feet from the Mokelumne River and facilities have been provided at a cost of some $60,000.- 000 which will permit (with the installation of two additional booster plants) the diversion of 310 second- feet under its State Permit No. 2459. An application has been filed with the State which, if approved, will increase the utility district's ultimate diversion to 504 second-feet. The East Bay area, with a present population of 990,000 and an estimated ultimate popu- lation of about 2,600,000, is thus dependent upon the Mokelumne River for the major portion of its water supply. This use, present and proposed, is wholly municipal in character. Careful studies have been made by the utility dis- trict as well as by other public agencies, of the prob- able growth of the East Bay area and its future water requirements. The records show that the water con- sumption is increasing rapidly and somewhat uni- APPENDIX B 169 formly at present. The planning studies indicate that the future water requirements can be predicted with reasonable accuracy. There can be little, if any, ques- tion as to the reasonableness of the prediction as to the future needs of the East Bay area. These requirements, present and future, are well known to the State Division of Water Resources, and jliave been recognized in public reports and in state- ments of representatives of the division. They will inevitably affect the San Joaquin area problem inas- much as all of the major facilities for diverting ap- proximately twice the present draft have been built by the utility district in compliance with Water Right Permit No. 2459, with the expectation that they will be fully utilized. The present and future needs of the utility district should therefore be fully recognized and considered in Bulletin No. 11. This has not been done in Bulletin No. 11 and we hope and assume that it will be done in future publications. NORTH SAN JOAQUIN WATER CONSERVATION DISTRICT Re: November 14, 1955 State Water Resources Board Public Works Building, Sacramento 5, California Attention : Mr. Harvey 0. Banks, Acting State Engineer, Secretary Preliminary draft of Bulletin No. 11, dated April 1954. as modified by the September 15, 1955, "Major Corrections in Preliminary Draft of Bulletin No. 11, 'San Joaquin County Investi- gation,' dated April, 1954." Gentlemen : The North San Joaquin Water Con- servation District has reviewed those portions of the Preliminary Draft of Bulletin No. 11, as modified by ithe above referenced Major Corrections, which are (considered of interest and concern to residents and property owners within the Eastern Mokelunme Unit, and particularly those within the boundaries of the North San Joaquin Water Conservation District. In some instances, the district finds itself at vari- ance with the conclusions expressed in the bulletin, as modified by the September 15, 1955, corrections. Certain of the variances are here summarized under the following headings — all of which have reference to the Eastern Mokelunme Unit: I. Estimated Seasonal Consumptive Use of Water II. Estimated Safe Seasonal Ground Water Yield III. Future Water Supply for Underground Water Basin IV. Future Water Requirements V. Plans for Initial Local Development Considering these subjects in order, the following comment is made : I. ESTIMATED SEASONAL CONSUMPTIVE USE OF WATER (Ref. Major Corrections, p. 12, Table 33) Applied Water: The bulletin sets forth estimates for "consumptive use" of "applied water," determined for the entire (San Joaquin area. It is believed that the character and development of the Eastern Mokelumne Unit is such that a higher use of "applied water" within its boundaries should he recognized. Predicated upon available information, the consumptive use of "ap- plied water" recommended for the Eastern Mokel- umne Unit — as compared to that set forth in the Major Corrections for the San Joaquin Area — is as follows: CONSUMPTIVE USE OF "APPLIED WATER" IN FEET OF DEPTH PER SEASON Bulletin "Recommended determination value for Class and type for San Eastern of land use Joaquin Area Mokelumne Unit Irrigated lands Permanent pasture 2.55 feet 2.75 feet Vineyards 1.19 feet 1.5 feet Deciduous orchards 1.68 feet 1.8 feet Alfalfa 2.45 feet 2.75 feet Beans 1.11 feet Tomatoes 1.62 feet Rice — —4.60 feet / 2.0 feet Truck 0.93 feet V (weighted average Asparagus 1.92 feet [ omitting "rice") Sujrar beets 1.69 feet Miscellaneous 1.11 feet Miscellaneous Urban __2.10feet 3.0 feet Farmsteads _ .90 feet 1.5 feet* 2.0 feet t * 1.5 feet average use for Land Use development of Eastern Mokelumne Unit for Base Period (1939-'40 through 1950-'51) t 2.0 acre feet average seasonal use for future Land Use development. Precipitation Precipitation within the area not accruing to "out- flow" is considered in the bulletin as either "Con- sumptively Used" (through evaporation or transpira- tion), or as accruing to the underground water basin. This results in a determined contribution to the area underground water supply from this source far in excess of observed amounts. It is believed the preponderance of data, evidence and qualified opinion indicates that substantially all of the precipitation accruing to the Eastern Mokelumne Unit is either consumptively used through transpira- tion and evaporation, or is conveyed beyond the area either by natural or artificial drainage works. The amount accruing to the underground water basin by direct rainfall penetration in the Eastern Mokelumne 170 SAX JOAQUIN COUNTY INVESTIGATION Tn it is believed to be relatively small both in total quantity, and particularly in relation to the other sources of underground water supply. Such were the conclusions of B. A. Etcheverry, Thomas H. Means and Paul Bailey, reached from study of the USGS field and laboratory measurements and determinations and other data obtained or made available to them, and were a part of their testimony in the Lodi v. EBMUD trial. II. ESTIMATED SAFE SEASONAL GROUND WATER YIELD OF EASTERN MOKELUMNE UNIT (Ref. Major Corrections, p. 9, Table 19) Computations in Table 19 of the Major Corrections determine the "Safe Ground Water Yield" for the Eastern Mokelumne Unit to be 60,600 acre-feet per season under "present conditions" for long-term aver- age seasonal conditions. Such estimate is described on pp. 2-54 of the bulletin, in the following language: "The foregoing estimate of .safe seasonal ground water yield may be considered to represent the net seasonal extraction from the ground water basin that might be maintained without permanent lowering of the water table beyond conditions pre- vailing in 1952. Having so chosen the determining criteria, estimated safe seasonal ground water yield may be considered to be a property of the ground water basin, not affected by changes in irrigation efficiency, patterns, or practices." These are important estimates and assumptions in- sofar as the Eastern Mokelumne Unit, and particu- larly the North San Joaquin Water Conservation District, are concerned. Water furnished by and pumped from the underground water basin supplies practically all of the irrigation, domestic, municipal and other water users within the area, and is essential to the prosperity of the inhabitants thereof. Since the supply to the underground water basin within this area is deficient, any impairment or loss of supply will adversely affect the North San Joaquin Water Con- servation District. For these reasons, full considera- tion of the following is requested : Summarized, the sources of Safe Ground Water Yield for the Eastern Mokelumne Unit, as determined by the data and methods set forth in the Major Cor- rections, pp. 8 and 4, Table 9 ; p. 6, Table 17 ; p. 9, Table 19, and Bulletin No. 11 (April 1954 edition) p. 3-8, Table 26, are as follows: (All quantities are in acre-feet per season) SURFACE INFLOW (Table 19) 770,000 Sources (Table 9) : Mokelumne River 060,300 Dry Creek 96,300 Dry Creek — Sacramento County. 3,500 99,800 Bear Creek 7,500 Total of above 770,000 Balance "Minor drainage" 3.300 ***** SURFACE OUTFLOW (Table lit) . Adjustment for "present conditions" (footnote (b), p. 9, major corrections). 752,400 1.100 Outflow for base period 753,89 525,800 Sources : Mokelumne River (Table 9) Woodbridge Irrigation District Diversions (from Table 26)_— 113,370 Total — Mokelumne River outflow. Dry Creek 039,170 96,700 Total of above Balance "Bear Creek" and "unmeasured outflow"- 7::.".,S70 17,030 SURFACE INFLOW MINUS SURFACE OUT FLOW (from above) Mokelumne River inflow 660.300 Mokelumne River outflow (incl. W.I.D.) _ 630,170 Mokelumne River use and loss in Eastern Mokelumne Unit 30,130 Dry Creek inflow 99,800 Dry Creek outflow 00.700 Dry Creek use and loss in Eastern Mokelumne Unit 3.100 Total loss and use — Mokelumne River and Dry Creek in Eastern Mokelumne Unit 33,230 Bear Creek inflow 7,500 "Minor drainage" inflow 3,300 Total Bear Creek and "minor drainage" inflow 10,800 Bear Creek and "unmeasured outflow" 17,030 Excess of outflow over inflow (Bear Creek, "minor drainage" and "unmeasured outflow") — 7,130 Excess of surface inflow over surface outflow for "base period" 26,100 Adjustment for "present conditions" 1,400 Excess of surface inflow over surface outflow for "present conditions" 27.500 PRECIPITATION: Base period average (Table 19) 153,000 Consumptive use "present conditions" (Table 10) 121,700 Present percolation loss and use of precipitation 31.300 UNDERGROUND INFLOW (Table 19) 10,000 Total supply for loss and use in unit 68,800 "Mean consumptive use" of "applied surface water" under "present conditions" (Table 19) 8.200 Balance "Safe Ground Water Yield," as determined in Table 19 60,600 Without allowances for surface diversions, evapora- tion and transpiration from any of the surface sources of supply ; without allowances for underground perco- lation from Dry Creek into Sacramento County; and without allowances for the runoff of precipitation from the City of Lodi which results from storm drains discharging into the Woodbridge Irrigation District Canal, and at the western side of the Western Mokel- umne Unit, and using only the exact data and methods employed in the bulletin and the major corrections APPENDIX B 171 thereto, the sources of the "Safe Ground Water Yield " are as follows : (All quantities are in acre-feet per season) Gross amount of loss and use SOURCE OF SAFE GROUND WATER YIELD in unit Mokelumne River 30,130 Dry Creek 3,100 Precipitation (within unit) 31,300 Underground inflow 10,000 74,530 Taking the Mokelumne River as an example : Gross loss and use 30,130 Allowances for "base period" evaporation, tran- spiration and surface diversions from Clements to Woodbridge (W.I.D. not included) say 13,000 Approximate indicated percolation into underlying ground water basin 17,130 Say — 17,000 acre-feet per year or season For Dry Creek : Gross loss and use 3,100 A reasonable allowance for evaporation, transpiration and surface use, plus a reasonable assumption that about one-half of the Dry Creek percolation is con- tributed to the underground water supply of the i adjoining lands in Sacramento County (outside the Eastern Mokelumne Unit) would make any percola- tion from Dry Creek into the Eastern Mokelumne Unit under the methods of determination employed in the bulletin, a very small quantity. The quantitative accuracy of all the foregoing quantities is dependent upon the accuracy of all the measurements and estimates employed in the calcula- tions, including the inflow and outflow from both surface and underground sources, precipitation and the consumptive use thereof, the consumptive use of applied surface water, etc. — all of which are believed to be extremely difficult and practically impossible to estimate under most favorable conditions to accuracies of the quantitative determinations set forth in the bulletin and major corrections for the contributions of the various elements of ground water supply. For example, inaccuracies of 2 percent in Mokel- umne River and Woodbridge District Canal stream flow measurements can result in an increase of 87 percent in the computed gross loss and use of Mokel- umne River water within the Eastern Mokelumne Unit. Not founded on conclusive data, but supported by good evidence and considered well within the probable limits of accuracy of both the bulletin data and the determinations predicated thereupon, are the follow- ing estimated average seasonal contributions to the Eastern Mokelumne Unit underground water basin for the base period. These estimates are submitted for comparison with the comparable factors determined solely from bulletin data by bulletin methods, as here- inabove set forth. Average seasonal SOURCE OF UNDERGROUND contribution for WATER SUPPLY base period Mokelumne River percolation 48,870 acre-feet Subsurface inflow 11,077 acre-feet Precipitation within unit j a min01- amount (see p. 3. supra Dry Creek percolation 5,213 acre-feet Total — 65,160 acre-feet III. FUTURE WATER SUPPLY FOR UNDERGROUND WATER BASIN Present and increasing upstream diversions Avill decrease percolation from the Mokelumne River ac- cruing to the Eastern Mokelumne Unit. Presumably, appropriate legal steps will be taken with respect to any such nonriparian diversions to insure compensa- tion or a physical solution preserving the supply within the unit. It would seem, however, that as a matter of over-all planning from the standpoint of water utilization (omitting for this purpose, consider- ation of the landowner's legal rights) study might well be given to a projection of the effect upon under- ground water supply if full utilization were to be made under presently existing permits and licenses, such as those of the East Bay Municipal Utility Dis- trict for municipal and power purposes. The upstream diversions occurring during the base period were less than those which must be contem- plated under present conditions, and appreciably less than those which must be expected if the presently sought requirements of upstream appropriators are to be fulfilled. Predicated upon mean climatic conditions, the Mokelumne River percolation which will result under immediate future diversions will be less than the base period percolation and will progressively decrease with the increase in upstream diversions. Also, the water available for surface diversions and uses important to maintenance of the Eastern Mokel- umne Unit water supply will decrease. This will in- crease the use of underground water. It will likewise progressively decrease the replenishment of the under- ground water basin from the use of surface water below the replenishment which occurred during the base period — both the percolation from surface water irrigation within the Eastern Mokelumne Unit, and underground inflow from the Western Mokelumne Unit which accompanies the heavy use of surface water diversions for irrigation supplied through the Woodbridge Irrigation District's works. IV. FUTURE WATER REQUIREMENTS (Ref. Bulletin pp. 3-22 and 23, Table 30; Major Corrections, p. 14, Table 36; p. 20, Table 41) As determined in the bulletin, the future water requirements for the Eastern Mokelumne Unit are a 172 SAN JOAQUIN COUNTY INVESTIGATION summation of the products of the separate use areas sources. Whether the 28,500 acre-feet "present sup- times the respective unit consumptive uses, both for plemental water requirement," as set forth in the applied water and for precipitation. For this method, major corrections, p. 20, Table 41, for the unit will the bulletin and other available data indicate that suffice is problematical. The true significance of the~ the ultimate land use of the Eastern Mokelumne Unit quantity designated in the estimate is difficult to may be expected to approximate the following: assess, unless the term is more fully defined. Land use Ultimate acreage If the term ' ' present supplemental water require- Irrigated land : ment" is taken to mean the amount of additional Vh™-!X ^ u ^™ d _^*-- - g,500 water that should be presently supplied for either Orchards 3,000 direct use as " applied water, " or added to the supply *jj5- e — - 500 to balance the underground water basin, so as to furnish the water required to continue both the past Total irrigated 88,000 productivity and normal growth of the area, then — Urban _ 5 600 considering the present reductions in the existing Farmsteads 2,500 sources of supply and increases in all water uses sub- Tota] sequent to 1951-1952 — the supplemental water re- ( Other ultima7 e _ la"nc7ii s Va7eaTssVmph : on7sam7as set forth in quirement is estimated by the district at about 40,000 bulletin.) acre-feet per season. The actual future supplemental water requirement, including the reasonablv expected Applying the ' ' recommended ' ' consumptive use f ac- increase thereof, are matters which will be determined tors as set forth under "I," (p. 2), to these estimated bv the future area development and the then occur- land uses, gives an indicated ultimate "consumptive rino , e linaatie conditions use" of "applied Avater" requirement of about 225,- 500 acre-feet per annum on the average. Such "con- v. plans for initial local development sumptive use" of "applied water" quantity is in ad- mi, v a a t • w * n ±- tv -,.,. l \. „ * • ,. , , The North San Joaquin Water Conservation Dis- clition to the consumptive use of water supplied bv . ■ , i ^ n .,, ,, t,- • • „ m , -r, ,. •-,.,. , . , . 1 \ • trict has on file with the Division of Water Resources direct precipitation upon the lands within the unit. - • r .• e •■ , • , , m , ,, , . i , • ,, , . , ... certain applications for permits to appropriate water The supplemental water requirements" which will to be d frQm ^ Mokelumne River at Clements be necessary to provide for the full economic develop- &nd Lo ckeford and distributed to lands within the ment of the area will, of course be dependent upon digtrict n ig contemplated that water so appropri ated the then available supply from the presently supply- ^ be Ked for direet irri tion and consumed mg sources Predicated upon existing sources with by muniei al agricultural and other beneficial uses the reasonablv certain reduction m supplv which must •,,. ., , .-, , -■• e v .. , ....,.,_. • -, -, , , , J , within the area, both bv direct surface application be anticipated, it is considered probable that the -, -, .-. i ^ * i • i , e ±Z j 1 and also through the replenishment of the under- Acre-feet ground water storage basin supplying the area. Ultimate mean seasonal supplemental _ .... ,. „ „ „ . .. , . n . , „ ,, _, , -. T Bv utilization of surface flow when available, first water requirement of the Eastern Mo- „ v , . . ,. . , „ . . ' ,. , n TT ., ... , , .,._ nnn tor direct irrigation, and second, tor recharging the kelumne Unit will be more nearlv 165,000 , , s \ ■ ,• , a . , J underground water basin, water which now flows to ^ .. , , „ . waste can be put to beneficial use. It is recognized that Corresponding estimated quantity of (p. ,, ... t . ■-, , n t , -n nft ™ , . .?,»-. ~ ,. '\ Xl ^„„ ^ the quantity of water available for such purposes will 20, Table 41, Major Corrections) 126,800 , • u -,• • • T + r • ' J ' materially dimmish as upstream diversions are m- . . ~ creased and that unfavorable climatic conditions ' could render such works inoperable for appreciable p i season periods of time. However, preliminary hydrographic on the average, over the bulletin's determination for investigation and economic analysis indicate such plan "probable ultimate mean seasonal supplemental water m ay well be the first step taken in providing the requirement. additional water required for the continued pros- The "present supplemental water requirement" for P erit > r as wel1 as the reasonably expected growth and the Eastern Mokelumne Unit must take into account most economic development of the area. the immediate future requirements for water within The North San Joa( l mn Water Conservation Dis- +v, Q ,-,»,.•+ o„ „,„n „ +u . v. ui i j-j.- trict 's Mokelumne Elver applications also include the the unit, as well as the probable supply conditions „ ,, . L, 1 . „ ,i .,, .. . ,. .. , „ , m . . construction of Mehrten Keservoir to a capacity ot that will prevail m the immediate future. The proba- 5Q 0QQ acTQ _ ieet when the Mehrten Reservoir W0Tjld ble quantitative diversions in the Mokelumne River be construeted is a matte r which is largely dependent can be closely approximated, but assumptions are U pon the development of factors such as the future necessary regarding the regulation of the remaining diversions and operating program of the East Bay flow, the probable climatic conditions that may prevail Municipal Utility District. Construction of Mehrten and the effect thereof on each of the supplying Reservoir within the immediate future might prove to APPENDIX B 173 be economically desirable unless a suitable definite plan of operation for Pardee Reservoir can be ob- tained. The data expected to be developed in the present hearing before the Division of Water Resources on the Mokelumne River applications will undoubtedly appreciably affect the North San Joaquin Water Con- servation District's program for the construction of both storage and diversion works on the Mokelumne River. Very truly yours, North San Joaquin Water Conservation District By : Le Moin Beckman, President STOCKTON AND EAST SAN JOAQUIN WATER CONSERVATION DISTRICT November 14, 1955 State Water Resources Board Public Works Building, Sacramento 5, California Attention : Mr. Harvey 0. Banks, Acting State Engi- neer, Secretary Re : Preliminary draft of Bulletin No. 11, dated April, 1954, and major corrections thereto, dated Sep- tember 15, 1955 Gentlemen : The Stockton and East San Joaquin Water Conservation District has reviewed those por- tions of the preliminary draft of Bulletin No. 11 and major corrections thereto, which are considered of interest and concern to residents and property owners within the Calaveras Unit, and also certain areas within the adjoining Western Mokelumne and Little- johns Units in which urban development of the Stock- ton metropolitan area is expected. In some instances the district finds itself at vari- ance with the conclusions expressed in the bulletin, as modified by the major corrections. Certain of the variances are summarized under the following head- ings — all of which have reference to the Calaveras Unit, and the adjoining portions of the Western Mokelumne and Littlejohns Units expected to be occu- pied by Stockton metropolitan urban area develop- ments. I. Estimated Seasonal Consumptive Use of Water II. Present and Future Water Requirements A. Land Use B. Water Consumption III. Estimated Future Safe Seasonal Ground Water Yield IV. Supplemental Water Requirements V. Plans for Initial Local Development Considering these subjects in order, the following comment is made : I. ESTIMATED SEASONAL CONSUMPTIVE USE OF WATER (Ref. Bulletin, p. 3-22, Table 30; Major Corrections, p. 11; Table 32; p. 12, Table 33; p. 14, Table 37) Table 33 sets forth estimates for "consumptive use" of "applied water," as determined for the en- tire San Joaquin area for specific crop production. The unit values thus determined are then applied to the respective areas determined in accordance with "Land Use," as set forth in Table 30, and as simi- larly estimated in Table 32 for the ultimate land use. The product thereof determines the estimated seasonal consumptive use of water within the various hydro- graphic units, as set forth in Table 33, and Table 37. Basically, the "totals" given for the unit values of "seasonal consumptive use" for the various crops are generally considered close to the actual values of the "unit values of seasonal consumptive use" for the specific crops listed in Table 33, and for the periods of time considered. The major exception is an appreciable variance which is believed indicated by the value assigned for "Truck" which is quite low for intensively farmed multiple crop truck gardens. Altogether, the total consumptive use factors are be- lieved to be somewhat low for the recent past and particularly for the reasonably prospective future consumptive use of water for the various crop areas within the Calaveras Unit for the following reasons : A. The recent and progressively increasing use of scientifically compounded and applied ferti- lizers is 1. increasing the productivity of all crops 2. encouraging the double or multiple cropping of the highly productive lands within the irri- gated areas not devoted to permanent crops such as orchards and alfalfa. Both the preceding numbered factors and par- ticularly the latter tend to increase the con- sumptive use within the areas. B. The prevailing cultivation pattern, determined primarily by the economy of farming opera- tions, results in the growth of noncrop produc- ing vegetation. This is more pronounced during the actual crop growing season, and creates a consumptive use through transpiration in addi- tion to that occasioned by the actual crops pro- duced. Recognition thereof is therefore neces- sary in the determination of the total consump- tive use for the respective crop areas, parti- cularly those areas under irrigation. C. Precipitation within the area is considered in the bulletin as either "consumptively used" (through evaporation or transpiration') or as accruing to the underground water basin. This results in indicated contribution to the area 174 SAN JOAQUIN COUNTY INVESTIGATION underground water supply from this source far in excess of observed amounts. It is believed the preponderance of data, evidence and qualified opinion indicates that substantially all of the precipitation occurring within the Calaveras Unit is consumptively used through transpiration and evaporation and that the balance is conveyed beyond the area either by natural or artificial drainage. The amount accruing to the underground water basin by direct rainfall penetration in the Calaveras Unit is believed to be relatively small both in total quantity, and particularly in relation to the other sources of underground water supply. Such were the conclusions reached by B. A. Etcheverry, Thomas II. Means and Paul Bailey, for the comparable Mokelumne River area to the north of the Calaveras Unit from study of the USGS field and laboratory measurements and determinations and other data obtained or made available to them, and were a part of their testimony in the case of Lodi v. East Bay Mu- nicipal Utility District. Although the runoff from agricultural areas is relatively light in normal years, for the long-term average it is an appreciable factor for which allowances should be made in the determination of the average amount of precipitation available for transpira- tion and evaporation. Similarly, during periods of low precipitation and in accordance with the precipitation pattern and intensities of the area, reductions will occur in the amount of precipi- tation available for consumptive use, which is limited to the total precipitation less the actual runoff. Some runoff will occur even in the lowest rainfall years from the more impervious and the paved areas. Such runoff is and will be con- ducted outside of the area through artificial and natural drainage. It is believed that further investigation and consideration of the sources of the runoff, to- gether with amount of precipitation available for consumptive use in both the normal and particularly, the sub-normal periods of precipi- tation will indicate (a) an increase in the aver- age consumptive use of precipitation through evaporation, and noncrop producing vegetation during the above normal periods of rainfall, and (b) a decrease in consumptive use of pre- cipitation in the dryer periods. Summing up all the above factors leads to the con- clusion that for estimating the future water require- ments necessary to provide for the full economic de- velopment of the area requires certain increases in the bulletin determinations of past consumptive use, particularly in the values of "consumptive use" esti- mated for "applied water." Further, it is deemed appropriate to consider all except a small increment of precipitation as either (a) consumptively used by all supported vegetation including noncrop produc- ing plants with ample allowances for evaporation from all wetted surfaces following precipitation, or as (b) accruing to the runoff of the area through natural or artificial drainage works. Only a small increment of precipitation occurring in above normal rainfall season is believed to pene- trate below the root zone. Such rainfall penetration is considered as a very minor source of replenishment to the underground water supply. In keeping with the preceding outlined factors, for determination of the future water requirements of the Calaveras Unit, the following "Recommended future values for Calaveras Unit ' ' for the ' ' Consump- tive Use of 'Applied Water' in feet of depth per season ' ' are considered applicable : CONSUMPTIVE USE OF "APPLIED WATER" IN FEET OF DEPTH PER SEASON Class and type Bulletin determination of land use for San Joaquin Area Irrigated Lands Permanent pasture 2.55 feet Vineyards 1.19 feet Deciduous orchards 1.68 feet Alfalfa 2.45 feet Beans 1.11 feet Tomatoes 1.62 feet Rice 4.60 feet Truck 0.93 feet Asparagus 1.92 feet Sugar beets _ 1.69 feet Miscellaneous 1.11 feet Miscellaneous Urban 2.10 feet Gross 12,200 acres urban area (present) Net occupied urban area Farmsteads .90 feel Ul.Vi development Ultimate development Recommended fu- ture values for Calaveras unit 2.75 feet 1.5 feet 1.8 feet 2.75 feet 2.0 feet (Weighted average for anticipated in- tensified agricul- tural production, excluding rice) 2.9 feet 3.4 feet 1.5 2.0 feet feet II. PRESENT AND FUTURE WATER REQUIREMENTS The bases for the herein set forth comparisons be- tween "present" and "ultimate" water requirements are not exactly comparable inasmuch as 1. The bulletin considered the "present" water re- quirement as that estimated for the season 1951- 1952, whereas the district's estimates most nearly comparable are predicated upon estimated con- ditions expected to prevail in 1955, assuming normal seasonal conditions of both precipitation and of crops and markets. 2. The bulletin estimates are for consumptive use of water within the Calaveras Unit, whereas the District's estimates include both the Calaveras APPENDIX B 175 Unit and certain separately set forth areas out- side thereof in which urban developments of Metropolitan Stockton are anticipated. 3. The bulletin utilizes for its analyses a 12-season "base period" including the seasons 1939-1940 through 1950-1951 with certain adjustments for the hydrographic conditions prevailing during the three-year period 1949-1950 through 1951- 1952. adjusted to 1951-1952 land use conditions, whereas the district's estimates are predicated primarily upon the actual urban land use de- velopments determined in 1954 and the use of water as determined by the records of water supplied by the California Water Service Com- pany for the 12-month period ending about June 30, 1954, adjusted for estimated average seasonal conditions for certain then prevailing additional urban uses, all as modified and esti- mated for 1955 laud use conditions. 4. The bulletin sets forth separate estimates for the unit consumptive use of "applied" water and "precipitation" but combines both in the esti- mated quantities given for total consumptive use. The district's estimates are for consumptive use of "applied" water. The above, notwithstanding the comparisons here- inafter set forth, are believed to indicate certain var- iances in the estimates which are worthy of presenta- tion for your consideration. II. A. LAND USE (Ref. Bulletin No. 11, p. 3-22 and 23, Table 30; Major Corrections, p. 11, Table 32) The "present" 1951-1952 land use for the Cala- veras Unit, as set forth in Table 30 of the bulletin, condensed by grouping land uses in accordance with somewhat similar water requirements, is compared with estimated "present" and future land use re- quirement for the Calaveras Unit in Table I following. The "present 1951-1952" 12,220 acres of urban de- velopment, as set forth in the bulletin for the Cala- veras Unit, includes certain areas which are vacant or undeveloped for urban use, as well as certain agricul- tural use areas which are embraced within the general , urban limits. This is also true, to a somewhat lesser degree, for the 1955 urban land estimate. Conse- quently, such 12,220 acres of urban area for the 1951-1952 and the 1955 estimates are not directly comparable. Both are on different bases than the esti- mated ultimate urban area of 17,500 acres, which is predicated upon the net area expected to be occupied by all the urban developments and the embraced directly supporting facilities, such as water surfaces, drainage ways, etc., and also the "waste lands." The comparable 1955 area occupied by urban develop- ment is estimated to be about 10,500 acres. TABLE I PAST AND ESTIMATED FUTURE LAND USE IN ACRES FOR CALAVERAS UNIT From the bulletin Estimated for Use "present 1951-1952" 1955 Ultimate Irrigated lands Permanent pasture and alfalfa— 10,130 11,140 21.170 Vineyards 90 90 Orchards 17,860 17,860 18,000 Rice 7! Ml 7! 10 Miscellaneous:;: 15,610 17,170 20,000 Total irrigated _ 44,480 47.050 59,170 Dry farmed and fallow— 24.210 21,500 2,100 Native vegetation . 260 250 200 Miscellaneous Urban 12,220* 12,220* 17,500f Farmsteads 1,530 1,600 2,500 Roads, highways and railroads 2.220 2.:',00 3,450 Water surface and waste lands _. 1,050 1.050 1.050 Subtotal . 17,020 17,170 24,500 Total 85,970 85,970 85,970 * Gross urban area, including embraced vacant and agricultural land uses. t Net developed urban land use area. f Includes area expected to be devoted to beans, tomatoes, truck, asparagus, sugar beets and similar miscellaneous crops, which will be more intensively farmed in the future by double cropping. The ultimate land use for the Calaveras Unit, as given in the major corrections, p. 11, Table 32, is compared with the corresponding estimates set forth in Table I preceding, in Table II following. TABLE II COMPARISON OF BULLETIN NO. 11 PROBABLE ULTIMATE LAND USE WITH ULTIMATE LAND USE ESTIMATES IN TABLE I Use Bulletin Xo. 11 This comment Irrigated lands 58,600 acres 59,170 acres Dry farmed lands 2,100 acres 2,100 acres Native vegetation 200 acres 200 acres Miscellaneous 25,070 acres 24,500 acres Total 85,970 acres 85,970 acres The differences between the quantities set forth for "Irrigated Lands" and "Miscellaneous" are believed due primarily to the difference between gross urban area land use basis considered in the bulletin, as com- pared to the occupied area basis used in the "estimate for" — "ultimate," set forth in Table I, and also to anticipated growth of the Stockton metropolitan ur- ban area outside of the Calaveras Unit. A factor worthy of serious consideration is that perhaps two-thirds of the future Stockton metropol- itan urban area development will occupy adjacent lands within both the Western Mokelumne and Little- johns Units. Sufficient allowance to provide the area expected to be required thereby is not apparent from the data set forth in Table 30 of the bulletin and Table 32, p. 11 of the major corrections. The pres- ently estimated future population for the Stockton metropolitan area with corresponding estimates for the land expected to be occupied by the urban devel- opment is set forth in Table III following. Since this 176 SAN JOAQUIN COUNTY INVESTIGATION urban development will constitute either a demand for additional water supply within the Calaveras Unit, or will decrease the supply which will be available from areas presently supplying water to the Calaveras Unit through underground inflow, such urban development should be taken into account in the determinations of the supplemental water supply required for the Cala- veras Unit. TABLE III ESTIMATED STOCKTON METROPOLITAN AREA AND POPULATION Year Population Area occupied 1955 135,000 11,800 acres Sometime between 1970-1975— 220,000 19,025 acres Ultimate 400,000 34,325 n ores * * * * * II. B. WATER CONSUMPTION (Ref. Major Corrections, p. 13, Table 35; Table 37, p. 14; Table 41, p. 20) The "estimated mean consumptive use of water" for the "Calaveras Unit" under "present pattern of land use" is given in Table 35 — as 201,100 acre-feet. Of this amount, approximately 93,300 acre-feet is supplied by precipitation according to the data set forth in the major corrections, p. 9 — Table 19. The balance of 107,800 acre-feet represents the consump- tive use of applied water. Similarly, the "Probable Ultimate Mean Seasonal Consumptive Use of Water * * *" for the "Cala- veras Unit" is given in Table 37 as 234,500 acre-feet. Of this amount about 92,500 acre-feet will probably be supplied by precipitation according to the bulletin data. The balance of 142,000 acre-feet represents the consumptive use of applied water. The present and ultimate consumptive use of ap- plied water as above determined from the bulletin data are compared with corresponding estimates made by the district in Table IV following. TABLE IV COMPARISON OF PRESENT AND ULTIMATE CONSUMPTIVE USE OF APPLIED WATER AS DETERMINED FROM BULLETIN DATA WITH CORRESPONDING ESTIMATES KSTIMATES FOR CALAVERAS UNIT ONLY I verage annual Present consumptive use Estimated for 1955 For the 12,220 acre gross urban area 35.631 acre-feet Other area 103,416 acre fed Total 130.047 acre-feet Bulletin "Present" (1951-1952) 107,800 acre-feet Increase over Bulletin estimates 31,247 acre-feet / Itimate Estimated 17,500 acres occupied urban area 58,833 acre-feet Other area 135,618 acre-feet Total _ 194.451 acre feet Bulletin "Ultimate" 142,000 acre-feet Increase over Bulletin estimates 52,451 acre-feet The above 52,451 acre-feet increase over the bulle- 1 in's estimate for the anticipated consumptive use for the ultimate land use development contemplated for the Calaveras Unit will be accompanied by a very ma- terial increase in urban development of the Stockton metropolitan area to the north, within the Western Mokelumne Unit, and also to the south, within the Littlejohns Unit. The total occupied urban land esti- mated for the ultimate urban development within the Calaveras Unit and that portion of the Stockton met- ropolitan area outside thereof is 34,325 acres, of which about 17,500 acres are expected to be within the Calaveras Unit. Occupied Stockton metropolitan urban area expected to develop outside the Calaveras Unit therefore would be about 16.825 acres. The total estimated average annual consumptive use of "ap- plied" water required by the ultimate Stockton met- ropolitan developed urban area outside the Calaveras Unit is estimated at 57,662 acre-feet. Excluding the area irrigated through the Wood- bridge Irrigation District's works by surface diver- sions from the Mokelumne River (all north of Cala- veras River), about one-half the balance of the area in which Stockton metropolitan urban development is anticipated is irrigated from wells. The remainder is either vacant, fallow or dry-farmed. A rough ap- proximation of the areas expected to be occupied by urban Stockton developments outside the Calaveras Unit is : I within area which is presently considered as area irrigable by surface diversions from the Mokelumne River throu™ Woodbridge Irrigation District's works; § within area classified as dry-farmed or fallow lands; and § within lands irrigated with water obtained from the under- lying ground water basin. The lands irrigated through the Woodbridge Irriga- tion District's works in which such Stockton urban development is expected, are primarily used for pro- ducing rice, alfalfa and clover. The application of water to such crops is known to be large and, although the soil is relatively impervious, the weighted average annual contribution toward replenishment of the un- derlying ground water basin is probably in excess of 3.1 feet per annum per acre irrigated, including the distribution canal losses. It is estimated that 3,365 acres (i) of such urban expansion will be in areas presently considered as irrigable from the Woodbridge Irrigation District's works, of which about one-half, or some 1,680 acres, is irrigated each year. Adding to such 1,680 acres the 920 acres recently excluded from the area irrigated through the Woodbridge Irri- gation District's works (due primarily to the en- croachment of the Stockton metropolitan urban de- velopment within the Western Mokelumne Unit), gives a total of 2,600 acres of area presently or re- cently contributing to the replenishment of the under- lying ground water basin, which has been or will be lost due to urban area development. Assuming 3| acre-feet per acre average percolation into the under- lying ground water basin from such 2,600 acres, in- cluding canal losses, this represents a loss in under- APPENDIX B 177 ground water replenishment of 9,100 acre-feet per annum, due to the recent and anticipated replacement of areas irrigated with Mokelnmne River water, by recent and future urban developments. An average annual consumptive use of applied water approximating two acre-feet per acre is believed applicable to the lands presently irrigated from wells and in which Stockton urban area is expected to de- velop. Such urban area development is estimated to be two-fifths of the total expected outside urban area development, or as replacing 6,730 acres of agricul- tural land use divided between the adjacent Western Mokelnmne and Littlejohns I "nits which are presently irrigated from wells. Tins indicates an average de- crease in the agricultural consumptive use of 13,460 acre-feet per annum. The difference between such 13,460 acre-feet of discontinued agricultural consump- tive use and 9,100 acre-feet of replenishment lost by elimination of lands irrigated through the Wood- bridge Irrigation District's works, represents a net increase in water available for the urban develop- ments of about 4,360 acre-feet per annum. Subtract- ing this from the estimated 57,662 acre-feet per an- num estimated water requirement for the ultimate urban development expected within such outside areas, gives an indicated average net increase of about 53,302 acre-feet per annum, for the areas presently supplying water to the Calaveras Unit through underground inflow. Thus, for purposes of estimating the ultimate water requirements of the Calaveras Unit, plus the adjoining Stockton metropolitan area ultimate urban land developments estimated to occupy some 16,825 acres outside the unit, requires the adjustments in the ultimate average annual consumptive use of water, as set forth in Table V following. table v COMPARISON OF AVERAGE ANNUAL ULTIMATE CONSUMPTIVE USE OF APPLIED WATER AS DETERMINED FROM BULLETIN DATA FOR CALAVERAS UNIT ONLY WITH ESTIMATES FOR CALAVERAS UNIT AND STOCKTON URBAN REQUIREMENTS OUTSIDE THEREOF Acre-feet Acres consumptive use Estimated ultimate developed urban area 34,325 116,495 Decrease for difference between present replenishment and con- sumptive use replaced (p. 15) 4,360 Xet increase due to urban development 112,135 Other Calaveras Unit area 68,470 135,618 Total 102,795 247,753 Bulletin ultimate for Calaveras Unit only 85,970 142,000 Differences 16.S1T, 105,753 (less) ( more) * * * * Whether the artificial boundaries as established in the bulletin for the Calaveras Unit and by the Stock- ton and East San Joaquin Water Conservation Dis- trict are adjusted to include the anticipated Stockton urban area developments oiitside such artificial bound- aries is of no moment insofar as determining the ulti- mate water requirements of the Stockton and East San Joaquin Water Conservation District is con- cerned. Therefore, the difference of 105,753 acre-feet in average annual water requirements is of concern to the conservation district. III. ESTIMATED SAFE SEASONAL GROUND WATER YIELD OF CALAVERAS UNIT (Ref. Major Corrections, p. 9, Table 19) Computations in Table 19 of the bulletin determine the "safe ground water yield" for the Calaveras Unit to be 80,100 acre-feet per season under "present con- ditions" for long-term average seasonal conditions. This is believed to be a close approximation for the periods used for determining the estimate. However, the presently changing and anticipated future cir- cumstances affecting water supply and requirement within the region of concern strongly indicate an appreciable and progressively decreasing "safe ground water yield " is to be expected from the under- ground water reservoir underlying the Calaveras Unit. The "safe ground water yield" estimate is de- scribed on p. 2-54 of the bulletin, in the following language : "The foregoing estimate of safe seasonal ground water yield may be considered to represent the net seasonal extraction from the ground water basin that might be maintained without permanent lowering of the water table beyond conditions pre- vailing in 1952. Having so chosen the determining criteria, estimated safe seasonal ground water yield may be considered to be a property of the ground water basin, not affected by changes in irrigation efficiency, patterns, or practices." These are important estimates and assumptions in- sofar as the Calaveras Unit, and particularly the Stockton and East San Joaquin Water Conservation District, are concerned. Water furnished by and pumped from the underground water basin supplies practically all (some 88 percent) of the irrigation, domestic, municipal and other water users within the area, and is essential to the prosperity of the inhabit- ants thereof. Since there is presently an overdraft on the underground water basin within this area, any impairment or loss of yield will adversely and seriously affect the economic growth and prosperity of the Stockton and East San Joaquin Water Con- servation District. For these reasons, full considera- tion of the following is requested. 1. The estimated 80,100 acre-feet safe ground water yield included an estimate of 35,500 acre-feet of "subsurface inflow" for "mean water supply under present conditions"; such "present condi- 178 SAX JOAQUIN COUNTY INVESTIGATION tions" being the "averages for three-year period. 1949-1950 through 1951-1952," given in Table 17, p. 6, of the major corrections. As indicated by underground water contours on Plate 9 of the bulletin, it is believed evident that more than one- half of the subsurface inflow comes from the West- ern Mokelumne Unit and is primarily attributable to the heavy use of Mokelumne River water di- verted through Woodbridge Irrigation District's works and applied within the southern portion of the Western Mokelumne Unit for irrigation. As previously mentioned, (pp. 13 and 16) this re- plenishment of underground supply will diminish with the displacement of such irrigated areas and the canals required therefor, by expected Stockton urban developments within this area. Also to be considered is further decrease in underground water replenishment presently attributable to the Woodbridge Irrigation District's works, which will accompany relatively certain decreases in the Woodbridge Irrigation District's diversions as less water becomes available from the Mokelumne River for that purpose, due to the increases in diversions from the Mokelumne River by the East Bay Munic- ipal Utility District. A very good example of this is the 1955 curtailment of water service for rice, which was previously supplied by the Woodbridge Irrigation District to lands south of the Eight- Mile Road. 2. The above-mentioned underground water contours indicate the next in order of magnitude is the un- derground inflow of water from the Littlejohns Unit which probably accounts for over half of the un- derground inflow other than that accruing from the Western Mokelumne Unit. As indicated by the graph entitled "Littlejohns Unit" on Plate 11 of the bulletin, and also by the "Lines of Equal Change in Ground Water Elevations," given on Plates 12 and 13 (as well as the above-mentioned underground water contours), and considering the potential and anticipated water-using developments within the Littlejohns Unit, the future under- ground inflow from this source will probably di- minish, and unless a supplemental surface water supply is obtained and used within the Littlejohns Unit, the underground water flow may reverse and thus a serious loss can and probably will result in the replenishment of the ground water reservoir underlying the Calaveras Unit. 3. The balance of the underground inflow from other than the Western Mokelumne and Littlejohns Units accrues from the foothill region lying east of the Calaveras Unit and from the San Joaquin River Delta region lying west of the Calaveras Unit. The relatively impermeable underground formations west of Stockton indicate contribution from the foothill region probably has been the larger of the two. Due to the prevailing high mineral content of the ground water in the Delta regions, any in- crease in the underground inflow therefrom is not desirable and to provide insurance against deterior- ation of Stockton's present water supply the exist- ing underground water sink underlying Stockton should not be increased in depth. In fact, such sink should be eliminated insofar as practicable by either decreased draft on the ground water basin or by supplementing the replenishment thereto. Consequently, the replenishment of the ground water basin underlying the Calaveras Unit from the Delta region to the west thereof is not expected to increase appreciably under anticipated future conditions and a decrease therein is desirable and should be contemplated in plans for future water supply. 4. Contributions of underflow from the foothill re- gions into the Calaveras Unit may increase some- what with the increasing gradient of the under- ground water surface which is expected to prevail for a few years. This underground movement of waters will drain the permeable, porous materials at a greater rate than the anticipated replenish- ment, and eventually the supply from this source will dwindle. Also, the foothill regions are develop- ing water uses and unless a surface source of water supply is made available to them, the consumptive use in the foothill regions of water obtained from wells is expected to exceed the replenishment of the underlying ground water basin. Consequently, no appreciable supply from the foothill region by un- derground flow into the Calaveras Unit seems ad- visable to contemplate in the determination of more than the immediate future water supply for the Calaveras Unit. Summing up the conditions outlined in the next preceding numbered paragraphs, it appears probable that most of the "subsurface inflow" into the Cala- veras Unit, given in Table 19, major corrections, p. 9, as 35,500 acre-feet per year, will be progressively lost under the future land use anticipated in the region of concern. The basic measurements and estimates used to de- termine the 33,500 acre-feet of subsurface inflow into the Calaveras Unit are considered subject to usual limits of accuracy for such measured and estimated quantities. Unfortunately, small percentage differ- ences in the measured and estimated quantities used in the bulletin for computing the underground inflow will result in large variations in the quantity deter- mined. APPENDIX B 179 For example : Summarized, the sources of "safe ground water yield ' ' for the "Calaveras Unit," as determined by the data and methods set forth in major corrections, | pp. 2 and 3, Table 9 ; p. 6, Table 17 ; p. 9, Table 19, are as follows : (All quantities in acre-feet per season) SURFACE INFLOW (Table 19) 172,700 Sources : Calaveras River (Table 9)_. 167,500 Balance is "minor drainage". 5,200 SURFACE OUTFLOW (Table 19) __ 137,500 Adjustment for "present conditions" (footnote "c", p. 9, major corrections) 13,400 Total outflow for "base period" 150,900 Sources : Calaveras River (Table 9)__ 2,100 Stockton Diverting Canal (Table 9) 148,800 Total — Calaveras River and Diverting Canal__ 150,900 Indicated "unmeasured outflow" none SURFACE INFLOW MINUS SURFACE OUTFLOW (from above) Calaveras River inflow 167,500 Calaveras River plus diverting canal outflow 150,900 Calaveras River, Morman Slough and Stockton Diverting Canal loss and use in Calaveras Unit "Minor drainage" inflow 5,200 Indicated "unmeasured outflow" none 16,600 Total loss and use of "minor drainage" in Calaveras unit 5,200 Excess of surface inflow over surface outflow for "base period" 21,800 Adjustment for "present conditions" 13,400 Excess of surface inflow over surface outflow for "present conditions" 35,200 PRECIPITATION (Table 19) Base period average 112.000 Consumptive use, "present conditions" 93,300 Indicated percolation to underlying ground water basin 18,700 UNDERGROUND INFLOW (Table 19) 35,500 TOTAL SUPPLY FOR SURFACE AND UNDERGROUND LOSSES AND USES IN UNIT "Mean consumptive use" of "Applied surface water" under "present conditions" (Table 19) Balance "safe ground water yield" (same as determined in Table 19) 89,400 9,300 80,100 Without allowances for surface diversions, evapor- ation and transpiration from any of the surface sources of supply and without allowances for the runoff of precipitation from the City of Stockton which results from storm drains discharging into the tidewater areas west of Stockton, and using only the exact data and methods employed for the periods con- sidered in the bulletin and the Major Corrections estimates, the sources of the "safe ground water yield ' ' are as follows : SOURCE OF SAFE GROUND Gross amount of WATER YIELD loss and use in unit Calaveras River 16,600 acre-feet Precipitation (within unit)__ 18,700 Underground inflow 35,500 "Minor drainage" 5,200 Total 76,000 Taking the Calaveras River as an example: Gross loss and use 16,600 Allowance for "base period" evaporation, transpiration and diversions from Bellota to tidewater — say 5,000 Indicated magnitude of percolation Say — 12,000 acre-feet per year * * * For "minor drainage" : Gross loss and use is 11,600 5,200 acre-lee! No allowance is evidenced in the bulletin determi- nation for any "unmeasured outflow" from the Cala- veras Unit, although such outflow from minor natural drainage-ways is known to exist. Certainly a portion of this "minor drainage" inflow is lost through sur- face evaporation and transpiration, as well as from surface outflow. Any appreciable contribution of such gross loss and use toward the replenishment of storage in the underlying ground water reservoir would, of necessity, be a very small quantity. For "precipitation": (iross loss and use (other than direct "consumptive use") 18,700 acre-feet The disposition of rainfall occurring on and con- sidered applicable to the lands within the Calaveras Unit is outlined on pp. 3 and 6, supra. The actual con- tributions of rain falling on the lands within the unit to the safe ground water yield for the reasons previously stated are considered to be negligible to nonexistent in any appreciable quantity in years of below normal rainfall, and of sufficiently small mag- nitude in other years to eliminate any reliance there- upon as a source of any appreciable contribution to the underground water supply. Although the district's engineering investigation of the relative quantities of replenishment to the ground water reservoir underlying the Calaveras Unit is not complete, Table VI following indicates the relative and general magnitude of the amount of replenish- ment considered probable as attributable to the prin- cipal factors supplying the underground reservoir. ISO SAN JOAQUIN COUNTY INVESTIGATION TABLE VI APPROXIMATE MAGNITUDE OF AVERAGE ANNUAL UNDERGROUND WATER BASIN REPLENISHMENT FACTORS FOR CALAVERAS UNIT Percent Contributing source Acre-feet total Percolation from : Calaveras River inflow— _ 26,000* 32% Other surface inflow 4,000* 5% Total from inflow— _ 30,000 37% Rainfall t t Subsurface inflow 50,000$ <;:'.' , Total replenishment _ SO.000 100% * Includes percolation resulting from surface inflow diverted for irrigation, as prevailed in 1954, and small increment of direct rainfall penetration, both of which serve to replenish the underground water supply. t Iiiinfall i:: considers:! primarily eonsumr.l by evaporation and transpiration within unit. All except a small portion of the balance is considered as exported from the area by natural and artificial drainage. The small portion contributing to underground water basin replenishment is included as an increment of the percolation from surface inflow. t Under 1954 underground water surface conditions in Calaveras Unit and adjoining areas. *A'. Jf, Jt Ji. "A- ip •fe Tt - All factors influencing the replenishment of the underground water reservoir underlying the Cala- veras Unit are factors of vital importance to the Stockton and East San Joaquin AVater Conservation District. Of particular importance is the amount con- tributed by "subsurface inflow,'' inasmuch as the control thereof is outside the conservation district's jurisdiction. The major sources of "subsurface in- flow" are subject to reduction and loss as hereinbe- fore set forth (pp. 13 and 16) and in the follow- ing described manner: Based upon the recent behavior of the underground water surface in the Calaveras Unit with respect to that within the adjoining Eastern Mokelumne and Littlejohns Units, as portrayed on Plate 12, and par- ticularly on Plates 9 and 11 of the bulletin, and also based upon the anticipated growth and development within the units, it is considered not at all improbable that in the future the relative elevations of the under- lying ground water surfaces within the respective units may change so that a net outflow of appreciable concern will occur from the Calaveras Unit into both the Eastern Mokelumne and Littlejohns Units. Cognizance must be taken that the future contribu- tions to the Calaveras Unit underground water basin which can be expected from underground inflow ac- cruing from the Western Mokelumne Unit must be expected to decline due to both the present and in- creasing urban development of the Stockton metro- politan area within the Western Mokelumne Unit, and the decreasing contribution to the underground water basin from the operations of the Woodbrid»e Irriga- tion District resulting both from the development of additional consumptive use requirements within the Western Mokelumne Unit and the decrease in supply available to the Woodbridge Irrigation District from the Mokelumne River, due to the increasing upstream diversions under presently issued permits. The relatively minor contributions from both San Joaquin River Delta area to the west is not a desir- able source of underground water supply, and the elimination thereof insofar as practicable by the re- filling of the underground water sink under Stockton should be accomplished as soon as practicable. The future underground inflow that can be expected from the foothill region to the east will also decrease due to the development of the consumptive use within that region, as well as the progressive draining of the underlying ground water storage. In the future, it is possible (if not probable) the underground outflow from the Calaveras Unit will ex- ceed the underground inflow, and water will be lost to the unit through the medium presently thougnt to t supply about 63 percent of the replenishment to the underlying ground water basin. To the extent that the net underground inflow de- creases or becomes outflow, the safe yield of the under- ground water basin will be decreased, and additional supplemental supply will be required for the Cala- veras Unit. The 50,000 acre-feet per season approx- imation of net contribution of underground inflow set forth in Table VI (comparable to the 35,500 acre- feet per season set forth in the major corrections — Table 19) is by no means the limit of the possible de- crease in the safe ground water yield which may be occasioned by reasonably anticipated future develop- ments within the region of concern. It is believed necessary to fully recognize the poten- tial decrease in the future safe ground water yield, in determining the supplemental water supply required both for the Calaveras Unit, and particularly for the Stockton and East San Joaquin Water Conservation District, together with those lands within the Cala- A'eras and Littlejohns Units wdiich are now and will be embraced within the Stockton metropolitan area. IV. SUPPLEMENTAL WATER REQUIREMENTS (Ref. Major Corrections, p. 20, Table 41) Table 41 gives the "present supplemental water re- quirement" and "probable ultimate mean supple- mental water requirements" for the Calaveras Unit, as set forth in Table VII following. Also set forth in Table VII are the differences resulting from the district's estimates of "consumptive use" of water, as hereinbefore set forth in Table IV, p. 176, and also allowances for the effect of urban development of met- ropolitan Stockton within both the Western Mokel- umne Unit and the Littlejohns Unit and the ultimate decrease in the ground water yield have been added thereto. The respective sums thereof, for present and ultimate conditions, the totals of Table VII following, are considered representative of the present supple- mental water requirement of the Calaveras Unit and the ultimate supplemental water requirement for the Calaveras Unit together with that portion of metro- APPENDIX B 181 politan Stockton expected to develop within the West- ern Mokelumne and Littlejohns Units — both of which [are of concern to the Stockton and East San Joaquin Water Conservation District. TABLE VII ESTIMATED PRESENT AND PROBABLE ULTIMATE SUPPLEMENTAL WATER REQUIREMENTS FOR CALAVERAS UNIT AND ADJOINING STOCKTON METROPOLITAN DEVELOPED URBAN AREA Average annual supplemental requirement in acre-feet Present I' It i mate From major corrections (p. 20, Table 41) -18,400(1951-1952) 51,800 Increase for difference in estimates for Calaveras Unit onlu (from Table IV, p. 170) ' 31,247 (1955) 52,451 Total for Calaveras Unit with- out consideration of the effect of probable developments out- side the unit 49,647 104,251 ADD 1 For ultimate Stockton urban de- velopment outside the Cala- veras Unit (p. 15) For ultimate decrease in present safe ground water yield (pp. 27-29) Total for Calaveras Unit and outside Stockton urban de- velopment 190,553 An allowance predicated on assumptions of future developments which are primarily dependent upon factors outside the control of the Stockton and East San Joaquin Water Conservation District. The actual quantity could vary appreciably in either direction. Iii order to provide a water supply for the Stockton |and East San Joaquin Water Conservation District adequate to assure the full potential economic devel- opment, both of metropolitan Stockton and the sup- porting rural and other urban areas expected to 'develop within the present limits of the conservation district, it is believed necessary to progressively pro- vide from about 55,000 acre-feet per annum in the hear future and an ultimate supplemental water sup- ply in the order of 200,000 acre-feet per annum. V. PLANS FOR INITIAL LOCAL DEVELOPMENT Cognizance is taken in Table 19 of the effect of the Stockton and East San Joaquin Water Conservation District's operations on the Calaveras River under contracts with the Linden Irrigation District and the City of Stockton, as outlined in the bulletin, pp. 3-9 and 3-16. The advantages to the Calaveras Unit in .terms of supplemental water supply are indicated by (i) Footnote "c" to Table 19 (p. 9, Major Corrections), which states : "c — Base period average surface outflow reduced by 13,400 acre-feet under present conditions, 12,000 acre- feet new retention in unit due to operation of Hogan Dam, and 1,400 acre feet due to increased surface diver- sions from Mormon Slough." (ii) The next to the last paragraph on p. 3-9 of the Bulletin, particularly the last sentence thereof, which states: "During the period from 1948-49 through L951-52, a total of approximately 60,000 acre-t'ect of Calaveras River waters was retained by these two measures, over and above that amount which normally would have been retained." 11k * * * two measures " * * referred to in the preceding sentence are : la) Control works leased from the Linden Irrigation District which are used to apportion the flow be- tween the Calaveras River and Mormon Slough near Bellota, and (b) Storage of Calaveras River water in Hogan Reser- voir during the latter part of the natural runoff season (to the extent same will not impair Hogan Dam's prime purpose of Hood protection l and subse- quent release of water so stored for surface irriga- tion use and augmenting percolation from the Cain veras River and Mormon Slough. The effect of the above-mentioned operations is appreciable, both for the entire Calaveras Unit and particularly for the portion thereof east of Stockton. The estimated " * * * 60,000 acre-feet of Calaveras River waters * * * retained * * * over and above that amount which normally would have been retained" within the Calaveras Unit during the period from 1948-49 through 1951-52 represents a volume of about 983,600 acre-feet of storage space in the under- lying ground water reservoir. (Based upon 6.1% "Weighted average specific yield * * *," for Cala- veras Unit — Major Corrections, p. 5, Table 16.) Predi- cated upon the 85,970 acres within the Calaveras Unit this represents an average decrease in the actual low- ering of the underground water surface of about 11.44 feet over that which would have been experienced during the period from 1948-49 through 1951-52 without the district's operation. This is a significant quantity. The district's operations from 1948-49 through 1951-52 has partially arrested the decline of the underground water basin by (i) Decreasing the draft on the underground water basin resulting from substitution of surface for well water supply for irrigation, and (ii) Increasing the underground water replenishment, both that (a) Occurring from increased stream bed percolation, and that (b) Resulting from use of surface water for irrigation with the accompanying percolation of a portion thereof into the underlying ground water reservoir. Although such effect was not uniform over the entire area, it represents a material saving in power required for irrigation and other pumping from wells within a large portion of the conservation district. Plans under consideration by Stockton and East San Joaquin Water Conservation District The works and operations which will adequately and economically fulfill the future water requirements of the Stockton and East San Joaquin Water Con- servation District are believed to be those which will 182 SAN JOAQUIN COUNTY INVESTIGATION A. Increase the use of water from surface sources for irriga- tion purposes, and thus (i) Decrease the future draft which will otherwise occur upon the underlying ground water reservoir from use of well water for irrigation purposes, and (ii) Increase the replenishment of the underground water reservoir by percolation of that portion of the irriga- tion water obtained from surface sources which will accrue to the underground water basin under normal irrigation practices, and B. Increase the percolation from the Calaveras River and its distributaries either through (i) Increasing the time water either from natural flow or other sources is available in the channels, or (ii) Artificial works which will tend to increase percola- tion from the channels, and possibly C. Replenish the underground water reservoir by use of either supplemental irrigation of agricultural land, or broad irrigation of ground water recharging basins within the relatively permeable areas. In conjunction with the above works, it is contem- plated to utilize the storage available in the under- lying- ground water reservoir, both that above and below the present underground water surface, to pro- vide at least a major portion of the cyclic storage required to augment the supply of water available in periods of below normal precipitation and surface water supply, as well as to store water during the runoff periods for use during the irrigation season. The general prime sources of supplemental water supply listed in the presently considered order of probable development are : 1. Calaveras River, from runoff pursuant to Applications Nos. 12668 and 12839. 2. Calaveras River, from runoff and back Joaquin River delta sources, pursuant to 13423 and 13424. 3. American River, through Folsom South contract with the Bureau of Reclamation Applications Nos. 16385 and 16386. water from San Applications Nos. Canal, either by or pursuant to 4. Calaveras River, through New Hor/an Project (Bulletin— p. 4-95 and following). 5. Possibly the New Melones Project, Major Corrections, p. 3S and following. Presently available engineering and cost informa- tion is not sufficient to provide either assurance that the above order will prevail, or even rough estimates of the respective quantities to be obtained from each source which will be utilized to the best economic advantage for fulfilling the anticipated progressively, increasing and ultimate supplemental water require- ments necessary to provide for the full economic growth and development of metropolitan Stockton and the Stockton and East San Joaquin Water Con-, servation District. Present opinion is that, while of interest to the Stockton and East San Joaquin Water Conservation District, neither the Delta-Stockton Diversion Project, outlined in the Bulletin, p. 4-88 and following, nor, the New Melones Project, outlined in the Major Cor- rections, p. 32 and following, will afford the most economic supply for the area of concern. However, if either of them or similar waterworks facilities are either constructed or employed by those directly con- cerned with water supply for the Stockton metropoli- tan region, account thereof will be taken in the reduction of the otherwise required supplemental water supply. Respectfully submitted, Stockton and East San Joaquin Water Conservation District By Irving L. Neumiller, Attorney and Secretary TUOLUMNE COUNTY WATER DISTRICT NO. 2 H. C. HOLMAN, Consulting Civil Engineer Stockton, California, October 28, 1955 Mr. A. D. Edmonston, State Engineer Secretary, State Water Resources Board Public Works Building Sacramento 5, California Subject: Bulletin No. 11 Dear Mr. Edmonston : As directed by the Board of Directors of the Tuolumne County Water District No. 2, I have prepared a report on the ultimate water requirements of the district from studies that have been made by them. A copy of this report is attached. Thank you for this opportunity to comment Bulletin No. 11. Yours very truly, H. C. Holm an APPENDIX B 1 83 COMMENTS ON THE PRELIMINARY DRAFT AND REVISIONS TO THE STATE OF CALIFORNIA WATER RESOURCES BOARD BULLETIN NO. 11 TUOLUMNE COUNTY WATER DISTRICT NO. 2 October 19, 1955 Mr. A. D. Edmonston, Secretary State Water Resources Board Dear Mr. Edmonston: Thank you for the oppor- tunity to comment on the revisions of the preliminary s draft of Bulletin No. 11 "San Joaquin County In- vestigations. " We are particularly anxious to have , included in the bulletin a statement regarding the ultimate water requirements of Tuolumne County, i The engineer for this district, Mr. II. C. Holman has been instructed to prepare such a statement and for- ward it to you. Action of the board of directors of this district was as follows : "It was moved by Director Sylva, sec- onded by Director Kerr and carried that the engineer !be directed to prepare comments on the preliminary draft and proposed revisions of Bulletin No. 11 "San Joaquin County Investigations, " and that such com- ments be forwarded to the State Board of Water Resources. ' ' Sincerely yours, (Signed) Harry S. Hinkley COMMENTS ON THE PRELIMINARY DRAFT AND REVISIONS TO THE STATE OF CALIFORNIA WATER RESOURCES BOARD BULLETIN NO. 11 The Stanislaus River and especially the South Fork of the Stanislaus is of vital importance to the develop- ment of Tuolumne County. In recognition of this fact the Tuolumne County Water District No. 2 has made extensive investigations and studies of the future water requirements for the lands within their district and of the possible sources of obtaining and storing this needed water. Since 1948 the district has made numerous filing ion the Stanislaus and Tuolumne Rivers and their ■tributaries which with the filings of the Department i of Finance should provide the necessary water for the development of their lands. In 1949 the district employed Roy E. Fredricksen to make a detailed study of the potential irrigable lands within the district and county. A copy of the report on this study is attached as Exhibit A. In 1951 the district employed George Hutchinson, |Soil Specialist of Oakland to review Mr. Fredrick- sen's study. The conclusions of his report are at- tached as Exhibit B. A copy of his entire report is on file with the Division of Water Resources. Mr. Fredricksen 's report shows a net irrigable acreage of 46,040 acres. Mr. Hutchinson in his report reasonably substantiates this as acreage which could ultimately be developed. The Division of Water Resources in its report on the "Water Resources of the Stanislaus River" dated, June 1951 gives the following gross water require- ments for the net irrigable area in Tuolumne County. TABLE 9-PAGE 53 4.6 acre-feet/ acre Net irrigable area 80 percent of gross _. Net irrigable area 50 percent of gross 4.7 acre-feet/acre Using the lower of these two gross water require- ments or 4.6 acre-feet/acre and Mr. Fredricksen 's net irrigable area of 46,040 acres, the ultimate potential water requirement within the district would be 211,- 784 acre-feet. Bulletin No. 11 on pa^e 4-25, only allows 77,000 acre-feet and on page 4-117 only 81,000 acre-feet of the total flow of the Stanislaus River for use within the district area. CONCLUSION There is a difference of 130,784 acre-feet between the ultimate requirements as shown by studies made by the Tuolumne County Water District No. 2 and those shown in Bulletin No. 11. This difference should be seriously considered before the water is alloted to other areas outside the County of Origin. (Signed) H. C. Holm an, Engineer Tuolumne County Water District No. 2 October 28, 1955 EXHIBIT A REPORT OF IRRIGABLE LAND SURVEY OF TUOLUMNE COUNTY WATER DISTRICT NO. 2 By Roy E. Fredricksen, Civil Engineer May 1, 1951 In the fall of 1949 I was requested by the Board of Directors of Tuolumne County Water District No. 2 to make a survey of the lands of the District as to their suitability for irrigation. The field examination was made during November and December, 1950, fol- lowed by office computations to determine the acre- ages. The field work was made with the use of an army jeep and by foot in inaccessable areas. During the field inspection I was often accompanied by mem- bers of the board, by Mr. Harry Hinkley, Farm Ad- visor for the County of Tuolumne, and by numerous ranchers and orchardists securing their opinions of the possibilities of irrigating the various lands of the District. Some of the ranchers were L. B. Woodham, James Scott, C. Q. Fitch, Louis Kress, Clarence Winn, Tom Harmon, Carl K. Williams, Albert and (Jus Falk and Frank Williams. The field mapping was done on U. S. G. S. Quad- rangle sheets of the latest edition. A brief discussion 184 SAN JOAQUIN COUNTY INVESTIGATION is given of the soil conditions and mapping problems encountered. 1. Merced Falls, Cooperstown, Copperopolis and Chi- nese Camp Sheets. In this area, also known as the Keystone area, the soil is somewhat shallow and has numerous rock out- croppings. It is largely a rolling type of ground al- though it does have extensive level area. 2. Sonora and Columbia Sheets. Here the soil was deeper, but the slopes were also steeper. Much brush-covered land was included. 3. Standard, Columbia S. E. and Tuolumne Sheets. Here the soil in general was quite deep and the mapping consisted largely in mapping out areas of favorable topography. Most of the county's irrigated apple orchards are in this area. 4. Groveland, Jawbone and Moccasin Sheets. This area is not in the district although it is in the County of Tuolumne. Here the soil was very deep and the mapping consisted almost entirely in mapping out areas of favorable topography. Measurement of the irrigable area from the quad- rangle sheets was made with a planimeter. The sheets had been first marked with the results of the State Division of Water Resources survey titled, "Land Classification Standards and Criteria, Survey of Mountainous Areas, Calaveras and Tuolumne Coun- ties," with which I agreed as being irrigable, and then my areas were added. The following is a sum- mary indicating acreage in addition to the State's findings. Inside County of T. C. W. D. Tuolumne, Sheet No. 2 acres acres Merced Falls 7,454 10,327 Cooperstown 1,374 1,374 Copperopolis 13,974 13,974 Chinese Camp 14,693 14,693 Sonora 6,632 6,632 Columbia 1,616 1,616 Standard 9,926 9,926 Columbia S. E 2,708 2,708 Tuolumne 5,012 5,012 Twain Harte Area___ 313 313 Groveland 19,675 Jawbone 2,208 Moccasin 327 2,673 Total ___ 64,029 91.131 The State's survey reported a total gross irrigable land area of 51,110 acres in the County and 37,057 acres in the District and after application of percent- age factors to eliminate the area occupied by high- ways, railroad, ditches, farm improvements, stream beds and minor areas which would not be irrigable, their net area was 27,324 acres in the County and 20,428 acres in the District. This is a reduction of ap- proximately 50%. Considering that the best lands were included in the State's survey, a reduction of 60% should be used in determining the additional net acreage found by this survey resulting in 25,612 acres within the District and 36,452 acres within the County as a whole. Totaling my figures with the State's figures gives 46,040 acres in the District and 63,776 acres in the County. As a summary it is felt that the state's survey was not inclusive enough in their work. It was found dur- ing the field examination that they confined their find- ings to areas near roads indicating that my use of the jeep enabled better coverage, that they confined their findings to cultivated and presently irrigated areas, that large areas where good high brush was growing were not included even though adjacent and similar ground was included, and that many steep areas cap- able of being irrigated were omitted. (Signed) Roy E. Fredricksen, C. E.-7336 EXHIBIT B CONCLUSIONS OF REPORT TO TUOLUMNE COUNTY WATER DISTRICT NO. 2 By George Hutchinson, Soil Specialist 600 Sixteenth St., Oakland 12, California Conclusions After a review of the Reports of Survey conducted by the State Division of Water Resources and the Tuolumne Water District No. 2, and familiarizing myself with the area covered by spot check investi- gation, I have come to the following conclusions con- cerning the Report of the State Division of Water Resources : 1. Too much emphasis was given to topographic features or slopes in view of the development of irri- gated pasture land under modern sprinkler irriga- tion. 2. Coverage was not detailed sufficiently in areas not accessible to roads and the elimination of brush covered areas appears is not justified with the help that is now available in conducting controlled burn- ing. 3. Cost of clearing land and installation of port- able sprinkler irrigation system not given sufficient emphasis in the determination of suitable areas for irrigated agriculture. 4. Too much emphasis placed on irrigated tree and row crops and insufficient to irrigated pasture use. An 80 percent penalty on these lands does not appear justified in light of their potential possibilities. 5. Technical rating of the soils and decision based thereon rather than on native vegetation type and growth does not seem entirely justified. 6. The report appears to be a conscientous attempt to evaluate the areas, but the approach was appar- ently more from the technical rather than from the practical point of view. 7. Although the Fredricksen Report probably in- cludes some questionable acres of land, I believe it is considerably less in amount than the Report of the APPENDIX B i ,s;» State Division of Water Resources failed to include because of their lack of appreciation of progress in bringing' the steeper lands under irrigation through employing modern and well established methods of i water application. 8. It is quite well established that the steeper lands, having adequate surface and subsurface drainage, will produce more and better crops over a longer period than will the flat lands where the conventional methods of irrigation are still in use. This is due largely to the high ground water and alkali difficulties that are eventually encountered on the flat lands and can only be corrected by installation of expensive arti- ficial drainage systems, accompanied ofttimes with in- volved soil treatments, to re-establish proper drainage and to rehabilitate the soils. WOODBRIDGE IRRIGATION DISTRICT Law Offices Jones, Lane, Weaver & Daley Stockton, California, October 28, 1955 Mr. A. D. Edmonston, State Engineer Division of Water Resources, Sacramento, California Re: Bulletin 11 Dear Mr. Edmonston : The Woodbridge Irrigation District takes advantage of the opportunity offered by you to present its comments on the final draft of Bulletin 11, the report of the San Joaquin County Water Investigation. We first want to express our appreciation of the work done, an investigation of such varied interests and problems, and of so many and conflicting claims. To be as completely factual and disinterested, except to show the facts, is something that some times is hard to do. We feel you have done that. The comment we desire to make is the result of considering and relating the pending applications for appropriation of water from the Mokelumne River, to the facts shown in Bulletin 11. The bulletin describes and outlines an area desig- nated the Western Mokelumne Unit, which is bounded in the west by the Delta, on the north by the Mokel- umne River, on the east by a line running generally from the west side of the City of Lodi to the point where the Central California Traction Company lines cross the diverting canal, and on the south by the diverting canal — Plate 2. This is the area that is now either being served with irrigation by Woodbridge Irrigation District or that can be served with very slight expense for enlarging and extending the exist- ing canals. This Western Pint contains a total of 73,170 acres. Woodbridge Irrigation District has served as much as 17,000 acres in one year, but has served over the past ten years many thousand acres in addition, as many farmers require water one year but not in another year. If Woodbridge Irrigation District were assured of having a safe supply it could supply water ultimately to the entire 73,470 acres. Incidentally it is well to note that the lands in that unit fall within the top 3 land classes, 31,600 acres in Class 1, 22,510 acres in Class 2, and 17,550 acres in Class 3. Only 220 acres are in lower classes. See Table 11. The bulletin shows that from 1942-43 to 1950-51 Woodbridge Irrigation District has diverted an aver- age of over 109,000 acre-feet per year, in 1949-50, 147,500 acre-feet. See Table 26. The probable ultimate needs of the Western Mokel- umne Unit are shown in the bulletin as 226,600 acre- feet. See Table 37. To the east of and contiguous with this unit is another described and designated as Eastern Mokel- umne Unit, which is approximately 8 miles wide east and west, and 10 miles long north and south, extend- ing on both sides of the river west of Lockeford. Plate 2. This unit comprises 110,800 acres. This dis- trict is not yet served by an organized or community irrigation system, yet it is dependent on the Mokel- umne River for its irrigation water supply, either di- rectly by direct surface diversion, or from wells drain- ing water from the underground which is fed by the river. The bulletin shows that the ultimate needs of the Eastern Mokelumne Unit to be 317,300 acre-feet. See Table 37. East Bay Public Utility District, hereafter referred to as East Bay, then a district comprising 93 square miles, constructed Pardee Dam on the Mokelumne River near Valley Springs, pursuant to certain per- mits granted to it in the late 1920 's. Permit No. 2459 allows an appropriation for munic- ipal purposes of 310 cubic feet per second by direct diversion the year round and 217,000 acre-feet per annum by storage between October 1st of each year and July 15th of the succeeding year (the combined diversion and storage not to exceed 200, 000, 000 gal- lons per day). East Bay used only 119,000 acre-feet in 1954. License 1388 allows for power purposes a right to 375 c.f.s. bv direct diversion year round and 198,965 186 SAN JOAQUIN COUNTY INVESTIGATION acre-feet per annum by storage between January 1st and July 31st of each year. Permit 3587 allows for power the same diversion as License 1388 but extends the storage period to in- clude the time October 1st to December 31st of each year. Both of the above permits and license contain a condition in substantially the following language : "As there is a possibility that there will not be sufficient water in Mokelumne River during the latter part of the irrigation season to satisfy all require- ments, this license is issued subject to the express con- dition that the use hereunder may be regulated by the Division of Water Resources during such periods of water scarcity to the end that such use will not interfere with rights under prior applications." Permit 2459 (municipal use) contains in addition the following condition : ' ' The amount of water appropriated shall be limited to the amount which can be beneficially used and shall not exceed 310 cubic feet per second for direct diver- sion from January 1st to December 31st of each sea- son and 217,000 acre-feet per annum for storage to be collected from about October 1st to about July 15th of each season when there is unappropriated water available at the proposed point of diversion, the season of unappropriated water being in years of normal flow from about December 1st to about July 15th, provided however that combined diversions from natural flow and storage shall not exceed the equiva- lent of 310 cubic feet per second or approximately 200,000,000 gallons per day." "No water shall be diverted under this permit for other than municipal purposes within the boundaries of the East Bay Municipal Utility District." The general result then is that East Bay is not per- mitted to store waters in Pardee Dam during the season when irrigation water is needed downstream and that if downstream irrigation needs require it, the Division of Water Resources may step in and regulate East Bay's handling of the water. The actual experience over the past years since East Bay commenced their operation discloses a dis- tinct and complete violation of the conditions im- posed, at least in principle. This came about in the following manner. Pacific Gas & Electric stores for power purposes above Par- dee and releases through its power plants after the natural run off diminishes 190,000 acre-feet. Ordinar- ily by July 1st of each year East Bay has stored in Pardee Dam in excess of 200,000 acre-feet. The P. G. & E. releases an average of between 550 and 575 c.f.s. through the summer, the irrigation season. This water does not come through Pardee Dam. Only a much smaller amount is released so that East Bay at the end of the irrigation season, about September 1st to 15th holds in Pardee Dam about 200,000 acre-feet. After the irrigation season is over it releases water for power purposes, much of the time at a rate higher than in the irrigation season. No irrigation need then being present the water flows down the river and into the sea. At this writing it holds over 180,000 acre-feet and is still releasing for power. East Bay would probably contend that this storage was under their municipal use permit, because the needs for irrigation downstream were, this year, defi- nitely not satisfied. But if stored for municipal use as a safeguard against an ensuing dry year the stor- age would be held until it was certain that there would be an adequate run off next season. East Bay does not and can not now have that knowledge. The facts prove that the water stored was not for munici- pal use but to obtain the revenue from power. Municipal use, it is true, is the highest use of water, but irrigation needs come ahead of power, so that when East Bay deprives the irrigators below of the water they need and then uses it for power when the irrigators below do not need it, that is we contend a violation of the principle of the conditions imposed upon them if not the express terms of the conditions. East Bay has annually as yet used approximately but one-half of the amounts granted for municipal use and their officers testified that they would not ex- haust the present allowance until 1990 or thereafter. They now seek under a pending application to enlarge their rights, based not on 40 years or 100 years hence, but upon what they say (peering into the crystal ball) to be their ultimate need not only for the existing sized district, but for an enlarged district of over 400 square miles. East Bay claims 310 c.f.s. continuous flow would produce approximately 224,000 acre-feet for munici- pal purposes under its present permit, and seeks in addition 273,000 acre-feet. Amador Canal and Calaveras Public Utility to- gether have a right to take water in excess of 12,000 acre-feet. East Bay estimates the channel losses (in seepage and evaporation, etc.) below Pardee at 24,300 acre- feet. What is the total : East Bay present permit 224,000 acre-feet East Bay application 273,000 acre-feet Amador and Calaveras 12,000 acre-feet Channel losses 24,300 acre-feet Western Mokelumne Unit 226,600 acre-feet Eastern Mokelumne Unit 317.300 acre-feet 1,077,200 acre-feet The Mokelumne River has an average seasonal flow of about 780,000 acre-feet as shown by the records from 1894-95 through 1946-47. See Table 6. It is thus demonstrated that when ultimate needs are to be con- APPENDIX B 187 sidered there is not enough water in the Mokelumne to the sea, except only after the needs for irrigation to satisfy them. below have been satisfied. All of this leads us to the ultimate comment we „ ,„ n1 , ... , , m , ., , . ,. Kespeetrully submitted, want to make. \\ Inle municipaJ use is. according to 3ur law, the highest use, irrigation is second, and Woodbridge [rrigation District power third. Therefore it would seem that one definite By Jones, Lane, Weaver & Daley ind positive rule should be established, i.e., that no By Gilbert L. Jones, water shall be used for power purposes after the close Attorneys for Woodbridge Irrigation >f the irrigation season, that upon release run unused District APPENDIX C RECORDS OF MONTHLY PRECIPITATION IN SAN JOAQUIN AREA NOT PREVIOUSLY PUBLISHED (189) TABLE OF CONTENTS Station Page lone 191 Gait 191 Lockeforcl 192 Valley Springs 192 Farmington 193 Clay 193 Clements 194 Lind's Airport 194 Victor 194 Child's Ranch .__ 195 Marshall Ranch 195 Moffatt Ranch 195 Woodbridge 196 Youngstown 196 ( 190 ) APPENDIX C RECORD OF MONTHLY PRECIPITATION AT IONE, CALIFORNIA 191 ( Jountj : Amador Date established : 1878 Blevation: 287 feet, U.S. G S. (latum Station number on Plate 3: 5-141 Location : SW J, Sec. 24, T. 6 X., R. 9 E., M. 1 >. B. & M. Record obtained from: Southern Pacific Railroad; East Bay Mu- nicipal Utility District (In inches) Season 1929-30 30-31 31-32 32-33 33-34 1934-35 35-36 36-37 37-38 38-39 1939-40 40-41 41-42 42-43 43-44 1944-45 45-46 46-47 47-48 48-49 1949-50 50-51 51-52 July 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N.R. N.R. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Aug. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NR. N.R. 0.00 0.00 0.00 0.00 0.00 0.00 0.11 0.00 0.00 Sept. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.55 0.00 N.R. *0.08 0.00 0.40 0.00 0.26 0.00 T 0.00 0.00 0.00 Oct. 0.00 0.00 0.95 0.00 1.80 1.30 1.70 0.93 0.80 1.66 0.85 0.73 0.48 0.35 0.34 1.78 2.86 0.95 3.16 1.17 0.05 2.50 1.75 Nov. 0.00 2.00 3.45 0.60 0.00 4.40 1 . 25 6.85 2.60 1.89 0.10 0.44 1.01 4.70 1.01 5.95 3.14 4.13 1.85 0.86 2.23 6.41 2.77 Dec. 2.91 0.13 6.20 2.40 7.10 3.28 3.20 3.84 2.30 0.15 1.42 5.91 5.96 3.07 2.12 2.17 6.67 1.92 1.15 3.85 0.89 6.10 6.15 Jan. 5.62 3.92 2.18 4.22 2.35 3.94 6.11 5.22 4.35 2.83 8.87 5.68 6.30 5.96 3.21 0.78 0.89 0.88 0.96 2.31 6.82 6.12 Feb. 3.02 2.47 4.80 1.40 4.21 1 . 25 13.28 6.90 8.80 1.72 7.50 3.95 3.28 2.87 6.87 5.71 1 . 85 1.50 1.96 2.51 2.85 3.09 2.66 March 3.40 1.78 0.70 2.70 0.00 3.43 0.75 9.50 5.65 3.42 3.29 2.29 8.02 1.52 3.92 3.25 2.95 4.30 6.03 3.35 1.97 5.19 April 1.58 0.42 1.43 0.00 0.00 6.34 0.75 1 .55 1.65 2.13 0.48 4.62 4.28 2.33 3.09 1.25 0.15 1.44 4.29 0.00 1.48 1.45 1.36 May 0.54 1.26 0.28 1.45 1.70 0.00 1.20 0.00 0.35 0.00 0.00 0.55 2.47 0.06 1.00 0.62 1.33 0.10 2.57 0.50 0.43 1.12 0.21 June 0.00 0.64 0.00 0.00 0.70 0.00 0.80 0.20 0.00 0.00 0.00 N.R. N.R. 0.25 0.09 1.13 0.00 0.41 0.00 0.00 0.09 0.00 0.00 Total 17.07 12.62 19.99 12.77 17.86 23.94 28.29 34.99 26 . 50 14.05 24.85 25.17 26.67 27.69 19.25 23.71 20.24 14.54 20.33 17.23 18.30 28.76 27.05 * Estimated. N.R. —No Record. T — Trace. RECORD OF MONTHLY PRECIPITATION AT GALT, CALIFORNIA County : Sacramento Date established: 1937 Elevation : 45 feet, U. S. G. S. datum Station number on Plate 3 : 5-150 Location : SE i. Sec. 27, T. 5 X., R. 6 E.. M. D. B. & M. Record obtained from: East Bay Municipal Utility District ( n inches) Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. March April May June Total 1937-38 N.R. 0.00 0.00 0.00 N.R. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N.R. 0.00 0.00 0.00 N.R. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N.R. 0.11 0.55 0.05 N.R. 0.40 0.00 0.01 0.00 0.09 0.08 0.00 0.00 1.91 0.00 0.54 1.43 0.67 0.72 0.80 0.40 0.21 1.22 1.92 0.70 2.16 0.93 0.00 1.59 1.42 2.32 0.75 0.21 0.30 1.45 3.47 0.94 2.40 1.52 3.44 1.04 0.69 1.16 3.58 2.54 3.37 0.63 1.39 8.04 5.39 2.35 1.74 3.32 5.14 1 . 52 0.82 3.78 1.66 4.19 4.89 2.38 2.33 7.53 4.14 4.71 4.67 2.56 0.15 0.52 0.48 0.65 1.82 3.96 3.36 5.25 7.96 1 . 53 ti.ll 4.24 2.68 2.27 5.98 4.03 0.99 1.78 1.17 1.95 1.95 1.69 1.26 5.85 2.61 3.62 2.52 2.51 5.85 0.97 2.78 2.43 2.36 3.21 4.30 1.81 1.04 3.63 1.28 0.35 0.75 3.85 4.23 1.80 1.07 0.15 0.00 0.17 2.47 0.00 0.85 0.70 1.51 0.22 1.82 0.37 0.71 1.93 0.40 0.71 0.28 0.58 0.14 1.84 0.45 0.40 0.66 0.01 0.00 0.00 0.00 N.R. 0.00 0.00 0.00 0.26 0.00 0.34 0.00 0.00 0.27 0.00 0.00 23.42 38-39 39-40 11.54 21.20 40-41 24.57 41-42 _ _ . 23.70 1942-43 21.61 43-44 14.18 44-45... 45-46 46-47 14.60 13 . 10 11.02 1947-48 . 13.44 48-49 49-50 13.92 12.06 50-51 51-52 18.72 20.51 N.R. — No Record. 192 SAN JOAQUIN COUNTY INVESTIGATION RECORD OF MONTHLY PRECIPITATION AT LOCKEFORD, CALIFORNIA County : San Joaquin Dale established : 1926 Elevation : 106 feet, U. S. G. S. datum Station number on Plate 3 : 5-152 Location : SW \, Sec. 30, T. 4 N., R. 8 E.. M. D. B. & M. Record obtained from: J. A. Hammond (In inches) Season 1926-27 27-28 28-29 29-30. -_ 30-31 1931-32 32-33 33-34_._. 34-35 35-36 1936-37 37-38 38-39 39-40... _ 40-41.... 1941-42 42-43 43-44 44-45 45-46 1946-47 47-48 48-49 49-50 50-51 51-52 July 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 T 0.00 0.00 0.05 T 0.00 0.00 0.00 0.00 0.00 Aug. 0.00 0.00 0.00 0.00 0.27 0.00 0.00 0.00 0.00 T 0.00 0.00 0.00 T 0.00 0.00 0.00 0.00 0.00 T 0.00 0.00 0.00 T 0.00 0.00 Se|,t. 0.00 0.02 T 0.00 0.20 0.00 0.00 0.05 0.25 0.00 0.22 0.00 0.11 0.84 0.00 0.00 0.10 0.00 0.10 T 0.13 0.00 T 0.00 0.85 0.00 Oct. 1.25 1.90 0.04 0.01 0.36 1.04 0.00 1.34 0.88 1.11 0.85 0.37 1.36 0.54 0.65 0.52 0.08 0.28 2.27 2.02 0.42 2.28 0.90 T 1.89 0.95 Nov. 4.05 1.85 3.04 0.00 1.48 1.60 0.45 0.00 1.54 1.00 0.00 2.35 0.50 0.04 0.15 1.40 3.23 0.67 2.89 1.89 3.70 1.85 0.50 1.10 5.15 2.31 Dec. 0.78 2.09 1.91 1.89 0.81 5.67 1.94 5.98 2.52 2.22 3.45 3.16 0.79 1.14 6.48 5.61 2.19 1.71 1.66 4.69 1.77 1.18 3.52 1.59 4.23 6.17 Jan. 2.72 0.69 1.80 4.34 2.63 1.72 3.76 0.61 3.17 5.39 4.39 3.76 2.32 7.19 3.79 5.21 5.46 2.54 1.78 0.80 0.71 0.81 1.03 4.87 3.34 5.94 Feb. 4.33 1.65 1.02 2.04 1.60 2.57 0.82 3.81 1.48 8.42 5.39 6.15 1.42 5.63 5.05 2.28 2.13 5.31 2.99 1.48 1.33 1.35 2.47 2.67 2.35 1.97 March 2.65 4.01 1.48 2.13 1.22 0.96 2.04 0.00 2.41 1.18 7.04 4.94 2.58 4.12 2.53 2.31 4.54 0.98 3.95 2.45 2.60 3.53 5.49 1.87 0.81 4.02 April 0.93 1.32 0.49 0.99 0.07 0.58 0.16 0.14 4.08 1.03 1.45 1.22 0.13 0.61 2.79 4.41 1.75 1.73 0.22 T 0.27 2.92 0.00 0.66 0.74 1.63 May 0.35 0.35 0.12 0.18 0.61 0.32 1.12 0.08 0.03 0.66 0.08 T 1.12 0.07 0.50 1.28 0.06 0.47 0.32 1.11 0.11 2.33 0.22 0.25 0.70 0.05 June 0.41 0.00 1.09 0.00 0.71 0.00 0.13 0.16 0.00 0.06 0.17 0.00 0.00 T 0.00 0.00 0.10 0.05 0.30 0.00 0.51 0.04 0.00 0.11 0.00 0.06 Total 17.47 13.88 10.99 11.58 14.46 10.45 12.17 16.36 21.07 23.04 21.95 10.33 20.18 21.94 23.02 19.64 13.74 16.48 14.49 11.55 16.27 14.13 13.12 20.06 23.10 T— Trace. RECORD OF MONTHLY PRECIPITATION AT VALLEY SPRINGS, CALIFORNIA County : Calaveras Date established : 1920 Elevation : 673 feet, U. S. G. S. datum Station number on Plate 3 : 5-156 Location : NW i, Sec. 24, T. 4 N., R. 10 E„ M. D. B. & M. Record obtained from : J. J. Lillie ; East Bay Municipal Utility District (In inches) Season July Aug. Sept. Oct, Nov. Dec. Jan. Feb. March April May June Total 1929-30 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N.R. 0.00 0.00 0.00 0.00 N.R. N.R. 0.23 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 N.R. 0.00 0.00 0.00 0.00 N.R. N.R. 0.00 0.08 0.00 0.00 0.08 0.21 0.05 0.16 0.00 0.08 0.97 0.00 0.22 N.R. 0.00 0.21 0.00 0.00 N.R. N.R. 0.00 0.31 0.66 0.00 1.45 1.96 1.41 1.22 0.58 2.12 0.83 1.08 0.37 1.55 2.08 1.01 3.65 0.79 3.26 1.47 0.00 1.92 2.90 0.57 0.03 2.85 1.15 0.00 2.48 0.73 0.41 0.52 1.48 4.44 3.72 4.45 1.59 0.40 7.05 4.13 2.99 0.83 6.02 2.55 7.35 2.40 2.11 4.85 3.91 1.71 0.96 6.32 5.66 No No 2.07 5.85 1.74 1.54 3.96 No 5.65 6.55 4.99 2.99 2.22 5.00 1.88 4.13 6.48 4.04 5.91 2.54 8.25 2.97 6.38 Record Record 0.49 1.07 0.99 0.67 1.71 Record 7.41 3.75 2.59 3.70 1.12 5.33 1.13 12.79 6.92 7.51 1.83 6.39 4.19 2.58 4.46 1.71 1.80 2.35 2.85 2.80 2.32 1.08 1.09 2.91 0.02 3.39 1.84 7.23 5.93 2.98 4.86 2.90 1.40 4.09 2.03 3.27 4.72 No 5.26 1.12 0.78 1.34 0.30 0.30 6.34 0.12 1.69 2.10 0.28 0.66 2.77 4.39 0.81 0.00 0.52 5.42 No Record 2.07 0.76 1.00 1.21 1.17 1.07 0.05 0.58 0.08 0.05 1.74 0.00 0.23 1.97 0.44 1.42 0.19 3.13 Record 0.34 0.00 0.40 0.02 0.07 0.24 0.00 0.99 0.42 0.00 T 0.00 0.00 0.00 0.00 0.00 0.39 0.00 0.00 16.16 30-31 12.33 31-32 32-33 ... 33-34 . 19.16 13.71 17.75 1934-35 22.46 35-36 27.52 36-37 . 26.61 37-38 28.47 38-39 . 14.01 1939-40.. . 23.42 40-41 41-42.. 20.98 24.45 42-43.. 43-44.. . _ 1944.45.. N.R. 45-46 . 17.88 46-47 14.57 47-48 23.07 48-49 1949-50 50-51 51-52 30.03 N.R. —No Record. APPENDIX C RECORD OF MONTHLY PRECIPITATION AT FARMINGTON, CALIFORNIA 193 County : San Joaquin Date established : 1919 Elevation : 11(1 feet, U. S. G. S. datum Station number on Plate •"> : •~i-177 Location : NW i, Sec. 16, T. 1 N., R. 9 E., M. D. B. & M. Record obtained from : J. 1). and L. A. Toda ; O. S. Beck (In inches) Si-a-mi ! 1919-20. 20-2) _ 21-22. 22-23 . 23-24. 1924-25. 25-26. 26-27. 27-28. 28-29. : 1929-30. 30-31. 31-32 32-33. 33-34 1934-35 35-36. 36-37. 37-38. 38-39. 1939-40. 40-41. 41-42. 42-43. 43-44. 1944-45. 45-46. 46-47. 47-48. 48-49. 1949-50. 50-51. 51-52 July 0.00 0.00 0.00 0.00 0.00 0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 T 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.09 0.00 0.00 0.00 0.00 0.00 Aug. 0.18 0.00 0.00 0.00 0.00 0.07 T 0.00 0.00 0.00 0.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o . oo 0.00 0.00 0.00 0.00 0.00 o.bo 0.00 0.00 0.00 0.05 0.00 0.00 Sept. 0.00 0.02 0.00 1.54 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.13 0.13 0.00 0.31 0.00 0.06 0.65 T 0.00 0.00 0.00 0.1.5 0.00 0.00 0.00 0.00 0.00 0.91 0.02 Oct, 0.89 0.22 0.46 0.57 1.01 0.44 0.52 2.27 0.00 0.03 0.89 0.22 0.00 0.96 0.31 1.19 0.60 . 23 1.06 0.34 0.58 0.42 0.11 0.37 0.91 1.84 0.72 1.67 0.98 0.00 7.65 0.97 Nov. 2.25 0.80 3.19 0.92 1 . 55 0.90 4.27 1.50 2.80 0.00 1.10 2.50 0.22 0.00 2.25 0.92 0.00 1.47 0.56 0.11 0.22 0.95 2.42 0.58 3.41 1.97 2.45 1.24 1.07 2.37 4.99 2.01 Dec. 2.52 4.87 3.80 5.34 1.18 2.93 1.51 1.23 1.86 1.84 1.58 0.00 4.91 1.80 3.82 2.06 1.96 3.21 3.51 1.30 0.51 4.44 4.43 1.56 1.14 1.61 3.15 1.74 0.99 2.65 1.48 4.17 6.07 Jan. 0.28 4.97 2.91 2.63 1.82 1.15 1.05 2.33 0.88 1.81 3.80 3.41 1.55 4.07 0.78 3.29 3.54 3.31 1.71 2.35 5.19 2.98 4.30 3.25 2.93 0.28 0.80 0.43 0.34 0.95 4.86 2.75 3.73 Feb. 0.80 1.25 4.69 1.64 0.55 3.85 3.59 3.37 2.58 0.96 1.91 1.49 2.69 1.06 3.47 0.49 7.69 4.28 5.07 1.60 6.03 3.18 1.44 2.17 4.34 3.19 1.19 1.65 1.15 1.82 1.90 1.51 1.44 March 5.86 0.72 2.25 0.00 1.27 2.15 0.67 1.11 3.25 0.79 1.76 1.10 0.51 1.38 0.00 3.24 1.63 6.31 3.64 2.41 3.47 3.09 1.13 3.61 0.87 3.26 2.20 2.06 4.03 3.45 2.06 0.70 2.85 April 1.37 0.01 0.50 3.08 1.33 2.86 3.29 1.28 0.79 0.79 0.90 0.05 0.34 0.00 0.00 4.97 1.43 1.84 1.81 0.14 0.62 2.55 3.73 1.44 1.67 0.32 0.39 0.08 3.76 0.00 1.41 0.87 2.02 May 0.00 1.89 0.00 0.18 0.00 2.87 0.03 0.03 0.14 0.10 0.27 0.85 0.49 1.22 0.30 0.00 0.76 0.00 0.16 0.44 N.R. T i 56 0.00 0.29 0.17 1.00 0.12 2.31 0.18 0.17 N.R. 0.05 June 0.19 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.00 1.43 0.00 0.47 0.00 0.00 0.09 0.00 0.55 0.00 0.00 T N.R. T 0.00 0.00 0.05 0.00 0.00 0.29 T 0.00 0.00 0.00 0.04 Tot;, I 18.05 15.86 16.52 8.18 18.19 12.19 14.54 12.27 10.52 10.25 9.57 13.21 9.75 9.55 16.74 19.67 19.86 17.60 9:92 16.92 17.04 17.96 14.56 12.24 13.30 12.54 9.69 15.49 11.10 14.30 19.20 T— Trace. N.R— No Record. RECORD OF MONTHLY PRECIPITATION AT CLAY, CALIFORNIA County : Sacramento Date established: 1933 Elevation : 100 feet, U. S. G. S. datum Station number on Plate '■' : 5-0151 Location : SW i. Sec. 25, T. N., R. 7 E., M. D. B. & M. Record obtained from : C. A. Bolton ; East Bay Municipal Utility District (In inches) Season July Aug. Sept. Oct, Nov. Dec. Jan. Feb. March April May June Total 1936-37 37-38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05 0.00 0.00 0.00 0.00 0.20 0.73 0.00 N.R. 0.21 0.00 0.00 0.00 0.19 T 0.00 0.05 1.00 0.00 0.80 0.80 2.80 0.60 1.00 *0.58 0.08 0.24 1.34 2.45 0.65 2.87 0.89 0.07 2.23 1.00 T 2.20 0.49 0.07 0.32 1.13 3.19 0.87 3.40 1.97 4.10 1.45 0.98 1.06 5.37 2.81 3.09 *3.70 1.15 1.26 6.94 5.85 2.43 1.74 2.18 6.94 1.80 0.97 4.14 1.59 4.32 5.64 3.60 2.55 1.81 6.11 4.36 5.44 5.83 2.88 0.65 0.88 0.65 0.91 1.54 5.00 3.89 7.41 4.66 7.34 1.36 6.01 5.09 2.97 1.96 6.49 3.22 1.54 2.17 1.87 2.07 3.04 2.25 1.64 5.82 4.28 2.58 4.15 2.82 2.18 5.62 1.41 3.29 2.45 2.84 3.21 9.38 1.95 0.82 3.95 1.46 0.98 0.23 0.79 4.60 4.83 1.70 1.94 0.32 0.00 0.38 3 . 34 0.00 0.80 0.92 1.67 0.00 *0.25 1.28 0.00 0.67 1.63 0.10 0.54 0.38 0.90 0.12 2.35 0.16 0.00 1.80 0.10 0.32 0.00 0.00 0.00 0.20 0.00 0.00 0.13 0.30 0.00 0.37 0.00 0.00 0.15 0.00 0.00 19.75 22.10 38-39 39-40.... 40-41 1941-42 42-43 43-44 11.90 19.62 26.00 24.61 21.12 16.24 44-45 45-46 1946-47 47-48 48-49 49-50 15.08 17.12 13.27 16.97 19.16 13.76 50-51 51-52 22.60 24.22 k Estimated. T— Trace. 8—19144 N.R.— No Record. 194 SAN JOAQUIN COUNTY INVESTIGATION RECORD OF MONTHLY PRECIPITATION AT CLEMENTS, CALIFORNIA County : San Joaquin Date established : 1933 Elevation : 1:20 feet. U. S. (i. S. datum Station number on Plate 3: 5-0159 Location : NE J, Sec. 16. T. 4 N., R. 8 E., M. I). B. & M. Record obtained from : East Ray Municipal Utility District (In inches) Season 1933-34 34-35 35-36 36-37 37-38 1938-39 39-40 40-41 41-42 42-43 1943-44 44-45 45-46 46-47 47-48 1948-49 49-50 50-51 51-52 July 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.03 0.00 0.00 0.00 0.04 0.00 Aug. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.00 Sept. 0.00 0.30 0.00 0.00 0.00 0.11 0.51 0.00 0.01 0.12 0.00 0.14 0.00 0.13 0.00 0.00 0.00 0.64 0.00 Oct. 1.43 1.01 1.03 0.79 0.40 1.34 0.71 0.57 0.40 0.07 0.17 1.42 2.47 0.65 2.13 0.78 0.00 2.67 1.02 Nov. 0.00 2.11 1.00 0.00 2.14 0.36 0.06 0.23 1.41 3.36 0.74 4.20 2.27 4.75 N.R. 0.55 1.24 5.10 2.11 Dec. 5.97 2.48 2.77 3.89 3.40 1.04 1.14 6.25 5.64 2.07 1.79 2.36 4.93 1.51 1.30 3.79 1.59 4.41 6.55 Jan. 1.80 2.67 6.08 4.91 3.02 2.30 6.92 3.89 5.30 5.38 2.64 0.59 0.70 0.72 0.94 1.51 4.88 4.07 6.74 Feb. 3.38 2.75 8.32 5.80 6.77 1.70 6.65 3.84 2.63 2.29 5.82 4.91 1.65 1.49 1.49 2.77 3.04 2.13 1.97 March 0.00 3.85 1.31 7.73 5.58 2.84 4.20 2.85 1.69 5.14 1.23 3.79 April 0.08 4.40 1.19 1.49 1.39 0.18 0.55 4.00 4.19 1.77 2.01 0.25 0.16 0.45 2.97 0.00 0.87 0.68 1.39 May 0.23 T 0.55 0.06 0.14 1.22 0.09 0.63 1.70 0.00 0.41 0.32 1.09 0.11 2.13 0.27 0.27 1.00 0.08 June 0.2.3 0.00 0.33 0.12 0.00 0.00 0.00 0.08 0.00 0.00 0.17 0.34 0.00 0.42 0.03 0.00 0.11 0.00 0.07 Total 22.58 24.79 22.84 11.09 20.83 22.36 22.97 20.20 14.98 18.32 15.89 12.97 14.98 14.03 21 24.37 T— Trace. RECORD OF MONTHLY PRECIPITATION AT LIND'S AIRPORT, CALIFORNIA County : San Joaquin Date established: 1938 Elevation : 60 feet, U. S. G. S. datum Station number on Plate 3: 5-0161 Location : SW }, Sec. 12, T. 4 N., R. 6 E., M. D. B. & M. Record obtained from : East Ray Municipal Utility District ( n inches) Season July Aug. Sept. Oct. Nov. Dee. Jan. Feb. March April May June Total 1936-37 No 0.00 0.00 No Record 0.00 0.00 Record 0.09 0.52 0.22 0.73 1.86 1.16 2.29 3.54 0.61 3.22 2.20 2.06 5.16 7.13 1.34 No 5.31 4.25 1.80 Record 0.82 0.10 No 0.15 0.55 Record N.R. 0.00 37-38 . 38-39 8.44 39-40 N.R. — No Record. RECORD OF MONTHLY PRECIPITATION AT VICTOR, CALIFORNIA County : San Joaquin Date established: 1937 Elevation : SO feet, U. S. G. S. datum Station number on Plate 3 : 5-0168 Location : NE J, Sec. 27, T. 4 N., R. 7 E., M. I). R. & M. Record obtained from : East Ray Municipal Utility District (In inches) Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. March April May June Total 1937-38 No 0.00 0.00 0.00 Record 0.00 0.00 0.00 0.00 0.41 0.00 *0.26 1.25 0.82 0.39 *2.19 0.58 0.00 4.83 0.76 1.02 2.58 2.3! 7.71 7.51 2.15 6.53 No 5.21 2.62 3.89 Record 0.87 0.10 0.65 0.29 0.66 0.00 0.00 0.00 0.00 38-39 39-40 10.43 21.03 40-41 * Estimated. APPENDIX C RECORD OF MONTHLY PRECIPITATION AT CHILD'S RANCH, CALIFORNIA County : San Joaquin Station number on Plate 3: SJ-1 Date established : 1937 Location : SE £, Sec. 4, T. 4 N.. R. 9 E., M. I>. B. & M. Elevation: 150 feet, U. S. (i. S. datum Record obtained from: East Ray Municipal District (In inches) 195 Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. March April May June Total 1 937-38 - . No 0.00 0.00 0.00 Record 0.00 0.00 0.00 0.10 0.74 0.00 0.47 1.30 0.83 0.72 2.46 0.54 0.11 0.53 3.32 1.16 1.05 6.16 2.90 2.31 8.24 3.82 7.76 1.82 6.59 4.52 5.06 3.23 4.41 1.17 1.04 0.25 0.82 5.24 0.54 1.26 0.10 0.40 0.00 0.02 0.00 0.00 38-39 39-40 11.99 22.89 10-41 22.56 RECORD OF MONTHLY PRECIPITATION AT MARSHALL RANCH, CALIFORNIA County : San Joaquin Date established : 1!) - J.") Elevation : 60 feet, U. S. G. S. datum Station number on Plate 3 : SJ-2 Location : SW J, Sec. 16, T. 3 N., R. 7 E., M. I). R. & M. Record obtained from: East Bay Municipal Utility District (In inches) Season 937-38. 38-39. 39-40. 40-41. : 41-42. 1942-43. 43-44. ! 44-45. i 45-46. ! 46-47. 947-48. 48-49. 49-50 50-51. 51-52. July Aug. Sept. Oct. Nov. Dee. No Record 0.31 2.48 3.53 0.00 0.00 0.14 1.30 0.71 0.81 0.00 0.00 0.44 0.90 0.06 0.90 0.00 0.00 0.02 0.63 0.23 6.02 0.00 0.00 0.00 0.60 1.51 5.03 0.00 0.00 0.19 0.20 3.49 2.28 0.00 0.00 0.00 0.17 0.82 1.54 0.00 0.00 0.05 1.29 3.18 2.05 0.00 0.00 0.00 2.33 1.47 4.48 T T 0.04 0.90 3.56 1.57 0.00 0.00 0.02 2.33 1.35 1.10 0.00 0.00 0.00 1.27 0.44 3.26 0.00 0.00 0.00 0.01 0.90 1.41 0.00 0.00 0.68 1.83 4.85 4.46 0.00 0.00 0.00 1.00 2.17 5.20 Jan. 3.32 2.07 6.39 3.85 4.81 5.37 2.36 0.53 0.76 0.53 0.63 1.26 4.87 3.10 5.49 Feb. 6.70 1.54 5.83 3.43 1.91 2.55 5.46 3.32 0.96 1.51 1.05 1.86 2.13 1.74 1.87 March 4.73 2.25 3.24 1.84 1.97 3.71 0.88 3.77 2.30 2.68 3.35 5.28 1.82 1.18 4.68 April May June 0.83 0.17 0.00 0.10 0.87 0.00 0.61 0.12 T 3.17 0.90 0.00 3.77 1.42 0.00 1.56 0.03 0.00 1.76 0.50 0.16 0.20 0.39 0.31 0.16 1.05 0.00 0.17 0.14 0.47 3.01 2.25 0.00 0.00 0.15 0.00 0.58 0.15 0.08 0.91 1.11 0.00 1.37 0.08 0.05 Total 9.79 18.49 20.09 21.02 19.38 13.65 15.09 13.51 11.57 15.09 13 . 52 12.04 19.86 21.91 -Trace. RECORD OF MONTHLY PRECIPITATION AT MOFFATT RANCH, CALIFORNIA County : San Joaquin •ate established: 1937 Qlevation : 75 feet, U. S. G. S. iitiini Station number on Plate 3: S.I -3 Location : XE J, Sec. 20, T. 4 N., R. S E., M. D. B. & M. Record obtained from: East Bay Municipal Ltility District (In inches) Season July Aug. Sept. Oct, Nov. Dec. Jan. Feb. March April May June Total 937-38 No 0.00 0.00 Record 0.00 0.00 0.00 *0.67 0.36 1.54 2.37 0.31 2.98 1.03 1.81 2.06 7.31 1.38 No 5.39 2.60 Record 1.48 0.16 0.23 1.08 0.00 0.00 38-39 39-40. 10.16 Estimated. 196 SAX JOAQUIN COUNTY INVESTIGATION RECORD OF MONTHLY PRECIPITATION AT WOODBRIDGE, CALIFORNIA County : San Joaquin Date established : 1937 Elevation : 4."i feet. V. S. (!. S. datum Station number on Plate 3 : SJ-4 Location : NW I, See. 35, T. 4 N.. R. 6 E., M. D. B. & M. Record obtained from : East Bay Municipal Utility District ( n inches) Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. March April May June Total 1937-38 No 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Record 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.24 0.32 0.01 0.00 0.10 0.00 T 0.34 1.23 0.55 0.65 0.74 0.29 0.22 1.91 0.83 0.18 0.13 1.54 3.81 0.11 3.83 0.81 0.88 7.56 4.69 2.49 1.96 2.66 2.34 7.34 3.91 4.68 4.89 2.37 8.00 1.98 6.36 3.92 2.12 2.13 5.33 No 5.02 1.91 3.51 2.71 2.03 5.56 0.90 Record 0.91 0.12 0.85 3.67 3.73 1.50 1.72 0.21 0.69 0.05 0.47 1.52 0.07 0.68 0.00 0.00 0.02 0.00 0.00 0.01 0.00 38-39 39-40 10.15 20 06 40-41 23.03 41-42 21.05 1942-43 20.85 43-44 14.29 44-45. __ T — Trace. RECORD OF MONTHLY PRECIPITATION AT YOUNGSTOWN, CALIFORNIA County : San Joaquin Date established: 1938 Elevation : 65 feet, U. S. G. S. datum Station number on Plate 3 : SJ-5 Location : SW i, Sec. 20, T. 4 N., R. 7 E., M. D. B. & M. Record obtained from : East Bay Municipal Utility District ( n inches) Season July Aug. Sept. Oct. Nov. Dec. Jan. Feb. March April May June Total 1938-39 No 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.00 0.00 Record 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.35 0.00 0.00 *0.12 0.00 0.00 0.00 0.08 0.02 0.00 0.00 0.90 0.00 1.31 0.62 0.60 1.11 0.05 0.12 1.64 2.24 0.68 2.66 1.20 0.07 2.11 0.99 0.42 0.05 0.22 1.46 3.70 0.76 3.13 1.77 2.68 1.59 0.66 1.05 5.07 2.26 0.93 0.76 6.96 4.83 2.36 1.63 1.93 5.31 1.75 0.83 3.93 1.38 4.17 5.95 2.02 6.82 3.46 4.67 4.97 2.40 0.57 0.81 0.70 0.79 1.29 4.42 3.27 5.63 1.39 6.02 3.60 1.87 1.63 5.95 3.56 0.96 0.97 1.25 2.16 2.00 1.57 1.77 2.00 3.52 2.05 1.99 5.30 1.07 3.50 2.07 2.51 3.35 6.80 1.82 1.13 3.84 0.08 0.77 3.57 4.04 1.64 1.42 0.25 0.08 0.28 2.57 0.00 0.58 0.65 1.74 0.57 0.15 0.64 1.52 0.32 1.42 0.20 0.77 0.08 2.26 0.14 0.22 0.84 0.05 0.00 0.00 0.00 0.00 0.00 0.11 0.26 0.00 0.37 0.00 0.00 0.20 0.00 0.18 30-40 19.06 40-41 41-42 42-43 21.10 21.49 20.09 1943-44 13.88 44-45 45-46 46-47 15.04 14.08 10.10 47-48 15.32 1948-49 49-50 . _ 16.18 11.76 50-51 51-52 19.71 22.41 * Estimated. APPENDIX D RECORDS OF DAILY RUNOFF AND INTERMITTENT SURFACE MEASUREMENTS IN SAN JOAQUIN AREA NOT PREVIOUSLY PUBLISHED ( 197 ) TABLE OF CONTENTS Table Page 1. Records of Daily Runoff in Streams of San Joaquin Area, Measurements Made by Di- vision of Water Resources Dry Creek at Forni Ranch, 1949-50- _ 199 Dry Creek Near lone, 1949-50__ 199 Jackson Creek at Highway 88, 1949-50 200 2. Records of Daily Runoff, Dry Creek Near Gait, Measurements Made by East Bay Munici- pal Utility District Drv Creek Near Gait, 1933-34__ 200 Dry Creek Near Gait, 1934-35- _ 201 Dry Creek Near Gait, 1935-36— 201 Drv Creek Near Gait, 1936-37 202 Dry Creek Near Gait, 1937-38— _ 202 Dry Creek Near Gait, 1938-39- .__ 203 3. Records of Daily Runoff, Dry Creek Near Gait, Measurements Made by United States Bu- reau of Reclamation Dry Creek Near Gait, 1942-43 _ 203 Dry Creek Near Gait, 1943-44— _ _ 204 4. Records of Daily Runoff, Bear Creek near Lockeford, Measurements Made by East Bay Municipal Utility District Bear Creek near Lockeford, 1933-34— ___ 204 Bear Creek near Lockeford, 1934-35 205 Bear Creek near Lockeford, 1935-36 205 Bear Creek near Lockeford, 1936-37 206 Bear Creek near Lockeford, 1937-38 206 Bear Creek near Lockeford, 1938-39- .__ 207 Bear Creek near Lockeford, 1939-40 __ _ 207 Bear Creek near Lockeford, 1940-41 208 Bear Creek near Lockeford, 1941-42 208 Bear Creek near Lockeford, 1942-43 209 5. Records of Daily Runoff, Littlejohns Creek at Farmington, Measurements Made by United States Bureau of Reclamation Littlejohns Creek at Farmington, 1942-43 __ 209 Littlejohns Creek at Farmington, 1943-44— 210 Table p age 6. Records of Daily Runoff, Littlejohns Creek at Farmington, Measurements Made by United States Corps of Engineers Littlejohns Creek at Farmington, 1945-46— 210 Littlejohns Creek at Farmington, 1946-47— 211 Littlejohns Creek at Farmington, 1947-48— 211 Littlejohns Creek at Farmington, 1948-49— 212 Littlejohns Creek at Farmington, 1949-50— 212 Littlejohns Creek at Farmington, 1950-51 __ 213 Littlejohns Creek at Farmington, 1951-52— 213 7. Records of Daily and Intermittent Measure- ments of Surface Outflow From Wood- bridge Irrigation District in 1952, Meas- urements Made by Division of Water Re- sources Recorder Stations Prober Cherokee Line 1 214 Cotta No. 1 2 214 Five-Mile Slough 3 215 Pixley Slough 4 215 Taison 5 216 Weber 6 216 Intermittent Measurements Brack 7 217 Caldoni, North 8 217 Caldoni, South 9 218 Cotta No. 2 10 218 Cotta No. 3 11 219 Cotta No. 4 12 219 Cotta No. 6 13 220 Johnson 14 220 Kettleman 15 221 North Bear Creek _ 16 221 Smith-Riddell 17 222 South Bear Creek _ _ 18 222 Southern Pacific _ 19 223 State Farm 20 223 Taison (Thornton Road) 21 224 Taison (Western Pacific Railroad) 22 224 Thompson-Folger 23 225 Upland No. 2 24 225 Upland No. 3 25 226 ( 198 ) APPENDIX D 199 table 1 DRY CREEK AT FORNI RANCH, 1949-50 Location : SE J, Sec. 11, T. 5 N„ R. 8 E., M. 1). B. & M. (Daily mean flow in second-feet) Station number on Plate .'! : 5-827 Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 2 O -) fa o z 0.2 15 7.9 43 50 136 985 440 238 170 184 226 269 288 193 * 3 4 5 6 7 8 9 10 11 12 O fa O Z o ►J fa o Z O -J fa o z 13 14 15 16 17 18 19 20 21 22 23 .. 24 25 26 27 28 29 30 31 216.3 6,430 * Station discontinued. table l -Continued DRY CREEK NEAR IONE, 1949-50 Location : SE \, Sec. 33, T. (5 N., R. 9 E., M. I). B. & M. (Daily mean flow in second-feet) Station number on Plate .'! : SJ-4 Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept, 1 106 89 82 *2,096 *2,204 *1,796 *785 *428 *310 *258 218 158 132 127 116 100 89 82 73 69 62 58 56 53 49 47 47 60 53 39 36 34 32 34 31 27 27 25 34 53 31 34 31 27 34 49 64 148 89 75 94 636 668 348 237 182 141 113 97 84 75 64 56 51 45 62 366 583 366 258 196 164 148 121 105 89 73 64 56 49 47 45 40 36 31 31 25 22 19 18 24 51 58 51 43 39 31 24 22 *16 *15 *13 *11 *10 *9 *8 *7 *6 *5 2 3 4... 5.. 6 7,. 8 9 . 10 11.. 12 O J fa o z O ►J fa o z •s o fa o z 13 O 14 15... 16 fa 17 o 18 z 19 . 20.. 21 22 23 '■$■ o ►J fa o z 24 25 . 26 . 118 110 810 340 181 128 27 28 . 29.. 30.. 31 337.4 348.2 113.6 112.4 23.5 3.340 19,330 6,990 6,680 910 : Estimated. Recorder installed 1/25/50. 200 SAN JOAQUIN COUNTY INVESTIGATION table i-Continued JACKSON CREEK AT HIGHWAY 88, 1949-50 Location : NW 1, Sec 9, T. 5 N., R. 9 E., M. D. B. & M. (Daily mean flow in second-feet) Station number on Plate •'! : S.I-.j Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 50 29 15 888 567 609 234 142 107 92 91 71 64 56 52 45 38 33 33 28 26 24 15 13 10 13 40 13 11 9.5 7.2 6.4 0.0 5.2 4.4 3.2 3.2 3.0 5.2 11 4.0 5.6 4.4 4.4 8.0 18 25 64 35 48 49 339 208 119 92 73 59 51 43 31 22 48 22 13 13 19 133 169 118 81 64 56 50 43 35 24 19 13 12 2.3 6.8 5.6 5.2 4.4 *4 *4 *3 *2 *2 *2 *3 *10 *13 *10 *7 *6 *4 *3 *2 *1 *1 *1 *0 2 3 4 5 6 7 8 9 10 11 12... > O _) o z q o Z O ►J ft c z 13... 14... S 15... O 16... ft 17 . j 18 Z 19 . is o J ft o z 20 21 22 23 24 25 26 43 38 333 117 69 59 27 28 29 30 31 109.8 121.3 42.7 34.1 9.6 1,307 6,738 2,625 2,030 125 * Estimated. Recorder installed 1/25/50. Recorder removed 4/215/50. TABLE 2 DRY CREEK NEAR GALT, 1933-34 Location : SW \, Sec. 34, T. 5 N., R. 6 E., M. D. B. & M. (Daily mean flow in second-feet) Station number on Plate :'» : .".-829 Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 53 103 62 13 1.4 0.2 0.8 313 960 985 2,140 680 300 180 145 125 101 82 64 52 41 35 31 29 30 28 26 23 26 41 32 25 29 46 34 23 21 19 16 15.6 18.7 18.4 18.0 17.2 16.1 15.4 16.3 40 187 131 92 66 54 48 44 182 310 174 134 441 350 234 210 499 385 610 1,150 498 330 238 184 151 128 113 95 81 72 64 57 54 50 47 42 39 37 34 31 30 33 33 30 29 20 32 27 20 19.8 18.4 19.3 21.5 23.1 21.4 14.7 13.2 8.0 11.4 7.4 4.6 3.7 4.4 6.7 5.5 3.4 1.9 0.9 0.1 2 3 4. _ _. 6 7 8... 9 10... 11.. 12 13 14 15 16 17 18 O ft o z O ►J ft o z O ft o z O ft o z O ft o z O -1 ft o z "■$■ q ft o z 19 20 21 22 23 24.. 25 26 27 28 29 30 31. 48.6 175.0 213 69.8 5.1 2,990 10,800 11,800 4,290 301 APPENDIX D 201 TABLE 2-Continued DRY CREEK NEAR GALT, 1934-35 (Doily mean flow in second-feet) Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 46 141 110 116 362 576 373 214 142 128 276 298 451 379 484 433 242 168 134 123 116 109 92 74 67 58 58 52 46 38 38 44 49 63 102 111 116 127 108 96 102 114 96 82 77 72 62 53 49 46 43 39 36 36 38 48 54 58 46 52 66 153 1,200 898 548 396 310 265 226 192 167 141 125 114 100 102 171 173 265 270 200 165 137 119 102 94 86 78 94 1,030 1,680 1,120 760 3,460 4,940 1,920 1,120 750 558 450 459 814 670 486 380 325 970 225 205 180 165 144 131 118 126 278 325 184 149 132 115 104 94 89 82 82 78 66 62 58 51 50 49 51 43 37 38 31 28 29 25 26 20 12.4 6.2 3.9 2.5 2.5 5.8 22 11.2 7.5 5.0 4.4 2.1 1.3 0.9 0.6 0.2 2 3 4 __ 5 6 7 8 9 10 11 12 13 14 15 16 17 o ►J fa o • z O ►J fa o z O fa o z is o fa o z O ij fa o Z O ►J fa o 18 19... .-- 20 z 21 22 23 24 25 26.. 27 28 29 30 .. 31 186 69 224 767 68.5 2.1 1 1 ,400 3,840 13,800 45,700 4,210 126 TABLE 2— Continued DRY CREEK NEAR GALT, 1935-36 (Do ily mean flow in secon d-feet) Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 0.8 1.1 1.6 1.4 1.7 2.3 11.0 14.8 8.4 7.0 25 46 40 33 22 13.4 39 229 788 1,580 510 940 1.610 1 ,330 990 460 295 203 162 140 127 115 102 89 79 73 67 59 55 72 1,180 980 440 286 206 169 152 139 129 272 3,020 5,060 5.280 3,020 2,230 5,420 2,040 1.270 1,270 1,290 10,700 8,050 5.840 2,400 1,640 1,070 820 650 549 476 430 380 330 300 291 250 220 206 190 173 164 156 151 141 141 135 134 127 123 116 108 107 130 132 117 105 106 128 265 436 250 203 604 1,110 594 412 320 246 216 166 149 136 129 127 115 108 103 100 98 86 84 86 81 73 72 70 71 67 65 60 57 55 52 52 50 43 39 38 36 31 26 23 22 23 25 24 23 21 19 17 12.6 10.8 10.4 8.3 6.6 4.9 3.6 5.0 15 16 13.5 13.9 12.1 14.6 20 24 30 84 70 47 36 23 19 11.8 12.1 10.6 12.8 10.4 8.0 5.0 2.8 2.0 1.0 0.5 0.1 2 . 3.. 4 . 5.. 6 7 8 . 9 . 10 . 11 12 13 14 15 16 17 18 19 20 O -J fa o z O fa o Z O J fa o Z o ►J fa o z O fa o z 21 22 23 24 25... 26.. 27 28,.. 29 .. 30 31 1.1 330 2,240 206 213 26.7 16.1 69 20.300 129,000 12,700 12,600 1,640 960 202 TABLE 2— Continued SAN JOAQUIN COUNTY INVESTIGATION DRY CREEK NEAR GALT, 1936-37 (Daily mean flow in second-feet) Day Ot. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 26 35 27 35 45 27 19 15 15 17 21 16 17 14 13 33 52 29 28 28 39 37 33 33 28 25 22 22 22 20 23 42 327 726 1,440 600 556 770 659 5,580 6,110 5,750 1,320 750 539 454 490 608 1,780 1,700 874 616 511 442 370 290 239 210 192 423 918 568 430 336 262 226 196 175 162 154 148 140 133 132 231 764 714 454 331 262 285 419 701 1.770 10,000 2,870 3,170 4,570 1,540 1,290 1,820 1,050 810 676 582 558 550 438 386 380 529 386 302 254 207 189 159 140 127 118 110 100 94 88 81 74 72 68 68 67 70 95 108 86 75 66 63 63 62 62 60 56 55 53 50 51 49 48 44 37 34 34 37 38 31 28 26 19 19 15 19 24 15 15 11 8.3 8.5 6.4 4.6 9.2 7.6 3.7 0.5 0.1 0.3 0.1 2.2 2.9 2.5 6.6 6.2 5.0 3.4 1.7 0.8 0.3 0.1 2 3 4 5 6 7 8 9 10 . ._ _ . 11 12 13 14 15 16 17 O o z is o ft o z o ft o z C c z O O 18 19 Z 20 21 22 23 24 25 26.. _ 27 28___ 29 30 31 4.0 104 1,210 1,150 216 40.6 2.9 Runoff in acre-feet 244 6,400 66,900 71,000 12,900 2,500 170 TABLE 2— Continued DRY CREEK NEAR GALT, 1937-38 (Daily mean flow in second-feet) Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1. . 38 214 241 95 49 35 27 23 19 17 14 15 14 28 29 24 21 19 18 16 17 18 18 32 44 30 25 22 20 20 18 16 15 15 14 32 141 110 140 122 297 279 144 90 73 60 54 47 44 129 273 221 1,950 1,880 3,780 3,880 2,510 1,220 829 591 585 1,560 7.470 9,840 2,730 2,940 2,310 1.300 925 725 757 573 447 380 332 296 271 243 230 224 281 1,860 3,570 1,670 1,040 829 650 567 531 427 393 794 3,780 3,230 1,540 1,100 1,840 1,310 976 930 1,970 1,170 942 1,490 1,750 1,110 877 693 609 490 409 360 326 308 304 476 629 413 342 304 293 255 234 218 210 188 196 165 147 147 131 136 126 123 117 139 180 139 120 114 123 143 151 157 134 115 103 100 96 85 81 73 75 72 69 64 64 66 60 58 60 57 54 52 49 44 32 27 24 23 20 19 18 16 15 14 10 8 8 6.6 6.1 6.9 3.6 2.9 2.9 13 13 4.3 2.3 1.0 2.. . 3.. 4 5 6__. 7 8 . 9 10 IK 12 O ft o z O -1 ft o z O -J ft o z o -J ft o z 13 5 o 14 15 16 ft 17 o 18 z 19 20 21 22 23 24 25 26 27 28 29 30 31 31.4 82.7 1,810 1.250 232 71.8 5.0 1,930 5,080 101,000 77,000 13,800 4,420 301 AITKXIMX D 203 TABLE 2— Continued DRY CREEK NEAR GALT, 1938-39 (Daily mean flow in second-feet) Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 89 107 50 27 20 13 12 11 9.8 9.7 6.6 9.6 8.9 6.6 8.6 11 12 11 9.7 5.6 8.9 10 8.6 15 18 94 97 49 36 95 112 78 43 234 298 168 107 93 84 83 67 62 65 59 56 53 53 49 44 42 41 37 32 30 26 22 20 22 22 20 21 23 76 526 408 209 136 100 81 67 59 53 47 44 48 44 37 35 32 33 62 86 65 57 48 43 41 42 45 37 31 33 25 23 22 18 15 15 17 15 11 10 9.3 7.2 5.5 4.6 4.2 4.1 4.2 5.0 2.3 2.4 0.7 0.2 2_._ 3 4 6 7 8 9 .- 10 11 12 13 O fa o z •S o fa O Z is o o z O fa o z is o o z is o fa o z o ►J fa o z 14 is 15 o 16 17 fa o 18 z 19 20 21 22 23 . 24 25 26 27 28 .. - - - 29 . 30 31 19 85 82 16 1,170 4,690 5,020 977 TABLE 3 DRY CREEK NEAR GALT, 1942-43 Location: NE J, Sec. 32, T. 5 N., R. 7 E.. M. D. B. & M. (Daily mean flow in second-feet) Station number on Plate -829a Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 29 39 25 19 14 12 70 65 41 37 34 28 25 23 21 20 18 15 16 14 15 16 137 660 535 295 199 157 329 214 159 133 115 94 79 72 66 58 53 52 48 45 54 44 41 39 38 36 33 29 35 61 6,240 6,520 2,930 1,060 745 1,040 863 729 2,590 3,720 1,050 711 586 463 406 365 332 499 452 383 342 295 259 229 204 184 164 153 144 135 132 205 430 645 1,020 980 1,020 669 474 378 323 374 963 6,340 3,130 2,540 4,770 9,500 6,060 1,870 1,040 983 978 675 758 2,650 985 697 612 767 623 523 468 433 401 371 358 560 415 368 340 310 282 347 722 440 381 371 331 295 260 234 215 198 191 181 167 156 147 141 133 125 122 118 116 115 225 253 152 124 112 110 102 95 89 85 72 63 59 56 54 52 48 48 46 47 47 44 41 40 39 36 31 23 22 20 17 16 15 17 31 44 40 31 25 22 20 15 13 9 10 9 10 13 6 1 2... 3 4 is o fa o z 5 . 6 7 8 9 . 10 11 12 13 is o fa o z 14 15 is o 1-5 o z o fa o z 16 iS O fa 17. _ . . 18 19 333 460 169 78 46 28 15 10 6 29 112 61 39 20 o 21 z 22 23 24 25 26 27 28 29 30 31 46.2 106 892 445 1,646 248 53.9 10.0 Runoff in acre-feet _ 2,750 6,510 54,900 24,700 101,200 14,760 3,310 590 204 TABLE 3-Continued SAN JOAQUIN COUNTY INVESTIGATION DRY CREEK NEAR GALT, 1943-44 (Daily mean flow in second-feet) Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 4 39 29 20 18 17 17 37 49 45 300 443 194 98 74 153 690 339 164 118 90 74 65 66 49 40 38 36 41 374 532 280 177 127 96 101 2,448 1,348 507 322 2,041 3,832 836 466 328 268 222 194 176 159 148 130 121 120 106 95 87 777 70 64 60 58 53 49 45 41 39 36 32 29 28 27 30 30 27 25 38 38 33 96 63 55 41 33 30 29 28 115 120 87 70 60 50 43 43 45 36 30 2 3 4 5 6 7 8 9 10 11 12 o ft O Z O ft o Z O ft o Z O ft o S3 •s o -J ft o S3 O ►J ft o S3 O ft o S3 O ft o S3 13 . 14 15 16 17 18 19 20 21 22 23 24 25 26... 27 28... 29 30 31 5.8 252 390 47 359 14,480 24.000 2,800 TABLE 4 BEAR CREEK NEAR LOCKEFORD, 1933-34 Location : SE i, Sec. 31, T. 4 N., R. 8 E., M. D. B. & M. (Daily mean flow in second-feet) Station number on Plate 3 : 5-791 I >ay Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1-. 26 41 97 18 2.4 1.1 0.6 0.4 0.3 0.2 0.2 0.2 0.1 346 505 98 412 116 37 19.5 10.5 6.0 4.0 3.1 2.5 2.2 1.8 1.5 1.4 1.2 1.2 1.1 1.1 1.2 1.1 1.6 1.9 1.4 1.3 1.9 2.1 1.5 1.2 1.1 1.0 0.9 0.9 1.0 1.0 0.9 0.9 0.9 1.0 1.0 59 14 5.0 3.0 2.0 1.5 1.2 119 242 38 18 98 172 35 18 120 90 28 388 78 36 19 12 9 7 5.6 4.7 4.2 3.6 3.2 2.8 2.5 2.3 2.1 1.9 1.8 1.7 1.7 1.5 1.4 1.2 1.2 1.1 1.0 1.0 0.9 0.8 0.6 0.6 0.6 0.5 0.5 0.3 0.1 2... 3 4_. 5 6 7.. 8 - 9 - 10 11 12 O J ft o S3 O ft o S3 o ft o z O ft o z O -J ft o S3 o ft o z 13 O 14 _. 15 _ 16 ft 17 o 18 z 19.-. 20 21 22 23 24 25 26 27 28 29 30 31 36.7 20.7 56.2 3.2 0.013 2,250 1,270 3,120 194 0.8 TABLE 4— Continue d APPENDIX D BEAR CREEK NEAR LOCKEFORD, 1934-35 (Daily mean flow in second-feet) 205 Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 73 16 5.8 83 87 21 6.2 3.7 2.2 1.9 3.2 69 20 44 62 14.5 8.2 5.6 3.4 2.2 1.2 0.7 0.9 0.7 0.6 0.6 0.5 0.4 0.4 0.3 0.3 0.3 0.7 0.8 1.2 1.8 5.1 3.4 2.0 2.2 9.5 6.0 3.0 1.6 1.2 0.8 0.8 0.6 0.5 0.5 0.4 0.3 0.3 0.2 0.2 0.4 0.4 0.4 0.4 0.2 0.2 140 89 30 11.2 6.0 4.4 3.6 2.4 1.6 1.2 1.0 1.3 0.8 1.3 1.8 2.0 13 16 5.0 2.8 2.0 1.5 1.3 1.2 1.2 1.4 1.6 109 78 53 19 117 489 59 24 17 12 8.2 6.8 10.6 48 18 9.9 7.0 5.2 3.5 2.5 2.0 2.0 1.7 1.2 0.8 0.7 1.5 11.8 5.8 3.2 1.6 1.0 0.8 0.6 0.4 0.4 0.4 0.4 0.4 0.4 0.2 0.2 0.1 0.1 0.1 2 3 4 5 . 6 7 8 9 10 11 12. O ►J fa o Z O ►J fa o z O fa o z o fa o Z O fa o z o fa o z 13 O fa o 14 15 16 17 18 z 19. _ 20 21 . 22 23 24 25 26 27._ 28... 29 . 30 31 17.3 1.6 11.1 37.4 0.52 1,060 89 682 2,220 32 TABLE 4— Continued BEAR CREEK NEAR LOCKEFORD, 1935-36 (Daily mean flow in second-feet) Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 . 0.4 0.5 0.3 0.1 0.2 0.5 0.6 1.9 1.2 0.6 0.5 149 183 320 54 154 324 87 175 40 20 13 9.4 6.8 5.2 4.1 3.2 2.6 2.0 1.6 1.4 1.2 1.1 0.9 88 195 59 22 14 9.7 7.6 5.9 4.4 3.7 320 634 619 585 150 795 486 193 112 128 375 1,370 936 213 286 93 58 44 35 29 24 19 15 11.2 9.4 8.2 7.0 6.1 5.2 4.4 4.1 3.9 3.2 2.8 2.5 2.4 2.4 2.2 2.0 1.9 1.6 1.5 1.5 2.0 2.8 2.0 1.7 1.7 2.2 16 6.8 3.9 5.6 83 23 10 6.6 4.8 3.5 2.8 2.3 1.9 1.6 1.3 1.2 1.0 0.9 0.7 0.6 0.5 2 3__ 4.. 5.. 6 7 8.. . 9 10 11 12 13 14 15 O fa o z o fa o z O ►J fa o z O fa o z o fa o z q o z O 16 17 fa o 18 z 19 20 21 0.3 0.3 0.1 0.1 2 o 23 24 25 26 27 28 ".i .HI) 31 0.039 50.4 270 6.4 5.43 tunoff in acre-feet 2 3,100 15,500 395 323 206 TABLE 4-Continued SAN JOAQUIN COUNTY INVESTIGATION BEAR CREEK NEAR LOCKEFORD, 1936-37 (Daily mean flow in second-feet) Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 41 8.2 2.5 0.9 0.3 0.1 80 22 9 9 8 5.0 2.9 2.8 2.9 2.2 1.2 0.7 0.4 0.3 0.3 0.3 59 114 428 111 41 109 39 366 871 1,070 252 84 53 41 38 55 155 385 79 45 31 25 22 18 16 14 12 11 56 34 20 15 12 9.1 7.5 6.2 5.4 5.2 4.5 3.8 3.6 3.4 4.1 133 108 31 20 16 12 20 16 130 895 1,150 178 889 329 84 210 84 46 35 26 22 24 16 12 10 17 12 8.4 7.1 5.9 5.1 4.6 4.0 3.5 3.4 2.7 2.4 2.3 2.0 1.8 1.8 1.5 1.5 1.5 1.4 1.5 2.6 6.2 4.8 2.8 1.9 1.4 1.1 0.8 0.8 0.7 0.6 0.6 0.5 0.3 0.1 0.1 0.1 0.1 2 3 4 5 6 7 8 9__ 10 11 12 is o ►J fa o 2 O fa fa O z o fa fa o z O fa fa O z o fa fa O z 13.. £ 14 15 16 17 18 19 20 fa fa o z 21 22 23 24 25 26... 27... 28... 29. _ 30 31 . 1.3 28 141 144 6.4 0.3 81 1,730 7,850 8,880 380 18 TABLE 4— Continued BEAR CREEK NEAR LOCKEFORD, 1937-38 (Daily mean flow in second-feet) Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 65 83 16 5.0 2.1 0.8 0.4 0.2 0.1 0.1 1.7 0.6 0.3 0.2 0.1 0.1 13 10.8 5.2 17 16 44 13 6.3 3.5 1.9 1.0 0.7 0.4 4.6 40 19 189 442 91 734 359 159 74 50 38 129 275 1,170 536 107 417 126 70 51 85 72 37 24 17 14.7 13.3 11.6 8.9 7.8 6.8 119 791 330 117 58 51 36 39 33 22 45 353 334 89 53 80 125 47 32 109 66 31 21 152 46 22 13.0 10.8 8.9 7.1 5.6 5.4 4.9 4.4 4.4 12 7.3 4.9 4.0 3.8 3.3 3.1 2.6 2.4 1.9 1.6 1.4 1.3 1.3 1.3 1.2 1.2 1.0 0.8 0.7 1.0 1.3 0.8 0.7 0.6 0.7 1.0 1.0 0.8 0.7 0.0 0.5 0.4 0.4 0.3 0.2 0.2 0.1 0.1 0.1 0.1 2 3 4 5 6 7 8 g 10 11 12 is o ►J fa o z q o z is O fa fa o z O fa fa o z O fa fa o z 13 is o fa 14 15 16 fa 17... ... o 18 z 19 20 21 •;■> 23 24 25 26 27 28 29 30 31 5.6 12.5 183 105 2.7 0.2 342 770 10,200 6,440 101 13 APPENDIX D 207 TABLE 4— Continued BEAR CREEK NEAR LOCKEFORD, 1938-39 (Daily mean flow in second-feet) Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 0.8 0.1 17 2.8 1.3 0.5 0.2 0.2 0.2 0.1 0.1 93 40 5.4 3.0 2.0 1.5 1.0 0.6 0.5 0.4 0.3 0.3 0.2 0.2 2 3 ._- 4 - 5 6 7 8 9 10 11 12.. _. O fa fa o Z O fa o z O fa fa o z is o fa o z O fa fa o z O fa fa o z O fa fa o z O fa fa o z O fa fa o z 13__ o fa 14 15 .-. 16 fa 17 18 o z 19 20 21 22 23 24 25 26 27 28 29 30 31 0.8 4.8 46.2 294 TABLE 4— Continued BEAR CREEK NEAR LOCKEFORD, 1939-40 (Daily mean flow in second-feet) Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 5.8 2.8 6.9 28 72 477 220 166 74 27 11.6 6.2 4.1 2.8 2.3 1.6 1.1 0.9 0.7 0.6 0.6 36 211 57 11.6 4.4 2.8 2.8 12.8 4.1 142 48 9.8 39 33 4.8 2.6 1.8 1.5 1.2 4.1 364 51 13.5 178 104 22 8.6 5.7 5.0 30 24 289 296 994 391 267 80 49 29 22 16 12.0 9.6 8.2 6.5 5.5 4.8 4.0 3.7 35 5.0 5.5 5.2 4.0 2.5 2.3 1.9 1.8 1.8 1.6 1.8 2.9 84 9.3 17 383 700 80 38 22 24 13.6 9.6 7.6 6.5 6.2 5.1 4.3 3.6 2.6 2.4 2.0 1.6 1.4 1.3 1.2 1.1 1.1 1.1 0.9 0.8 0.9 1.4 1.6 1.3 1.0 1.0 1.3 1.4 1.2 1.1 1.0 0.7 0.8 0.8 0.4 0.2 0.6 0.7 0.1 0.1 0.1 0.1 2 3 4 5 6 7 8 9 10 11 12 O fa fa o z O fa fa o z O fa fa o z O fa fa o z O fa fa o z O fa fa o z 13 14... O fa 15 . lfi fa 17 o 18 z 19 20 21 22 23 24 25 26 27 28 29 30 31 46.4 115.4 48.0 8.2 0.3 2,850 6,640 2,950 486 21 208 TABLE 4— Continued SAN JOAQUIN COUNTY INVESTIGATION BEAR CREEK NEAR LOCKEFORD, 1940-41 (Daily mean flow in second-feet) Day Oct, Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 46 38 321 118 19 10.1 8.0 4.7 2.5 1.5 1.8 20 24 63 26 10.8 5.5 3.0 1.8 45 279 69 57 26 14.6 14.2 37 210 181 62 62 43 81 35 19 13.2 8.8 6.1 4.9 3.6 2.8 2.7 2.3 19 24 170 208 111 124 157 47 31 33 34 32 28 16 13.9 32 26 13.7 186 65 36 31 40 205 213 122 142 334 72 46 32 22 18 12.8 8.0 6.3 44 13.7 9.5 7.6 6.6 5.8 4.7 3.7 3.4 2.8 2.2 1.9 1.8 1.8 2.5 2.5 3.9 35 34 70 21 438 627 82 52 38 30 34 99 39 23 14.8 11.7 11.3 8.6 6.6 5.5 4.1 3.2 2.7 2.2 1.9 1.8 1.6 1.5 1.5 1.5 1.5 1.5 1.2 1.1 0.9 0.6 0.4 0.3 0.2 0.2 0.2 0.1 0.1 0.2 0.1 0.2 0.1 2 3 4 5 6 7 8 9 10 .. 11 12... 13 O o z o o z O o z O -) o z O o z 14... ... is 15 ... ... o 16 _ -5 17.. o z 18 19 20 21 22 23 24 25 26 27 28 29 30 31 18.0 46.0 53.4 44.7 55.6 0.2 1,110 2,830 2,960 2,750 3,310 14.6 TABLE 4— Continued BEAR CREEK NEAR LOCKEFORD, 1941-42 (Daily mean flow in second-feet) Day Oct, Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 11.3 73 92 144 54 21 9.0 5.4 3.8 2.5 1.9 1.7 9.4 8.5 4.7 3.0 2.2 1.5 1.3 1.1 0.9 0.7 0.6 0.5 0.3 0.3 0.3 27 555 491 436 923 267 85 51 45 33 94 94 119 181 187 143 62 35 26 22 18 13.3 10.2 8.0 7.0 6.0 6.0 5.8 5.2 5.5 19 8.3 6.7 9.0 6.5 5.2 4.5 3.7 3.2 2.7 2.0 2.5 2.4 2.0 1.8 1.6 1.6 500 61 31 26 26 16 10.8 8.0 6.0 4.9 4.1 3.3 3.0 2.6 2.2 1.9 1.4 1.4 1.4 1.4 1.4 1.6 1.5 1.5 38 12.3 12.3 6.0 3.5 2.6 4.5 10.2 4.3 2.9 18 10.0 6.1 28 13.0 6.2 4.1 2,9 2.2 1.4 1.2 1.0 0.8 1.0 1.6 2.0 1.8 5.0 5.5 2.3 1.4 1.0 0.7 0.5 0.4 0.3 0.2 0.7 1.4 1.1 0.6 0.5 0.5 0.3 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.3 0.2 0.1 0.1 0.1 2 3 4 5 6 7 8 9 10 11 12 13 O o z '■$■ O s b. o z O J o z o J E* O Z 14 & 15 O 16 rr 17... o z 18 19. 20 21 22 23 24 25 26 17 28 29 30 31 12.1 95.5 40.7 23.8 6.8 0.8 0.007 742 5,870 2,260 1,460 402 48.2 0.4 TABLE 4— Continued APPENDIX D BEAR CREEK NEAR LOCKEFORD, 1942-43 (Daily mean flow in second-feet) 209 Day Oct. Nov. Dec. Jan. Feb. March April May June July- Aug. Sept. 1 2.0 0.6 0.1 0.1 31 37 46 16 4.5 18 20 12 6.5 3.7 2.2 1.0 0.2 0.2 0.1 0.1 523 718 548 82 42 46 116 40 55 342 114 43 29 22 17 14 11 9.7 16 17 10 6.7 6.0 4.8 4.2 4.0 3.2 2.9 2.6 2.4 2.3 2.2 21 50 67 129 71 109 30 20 12.8 10.6 16 171 352 74 192 273 734 130 64 43 84 54 28 171 425 66 38 28 52 28 20 16 13.2 12.3 11.4 16 8.9 7.6 6.5 5.5 4.8 6.0 49 31 11.4 6.0 4.1 2.9 2.8 2.6 2.4 2.2 1.9 1.9 1.9 1.6 1.4 1.3 1.3 1.2 1.2 1.2 1.1 1.1 1.1 1.4 1.9 1.2 1.0 0.8 0.8 0.8 0.8 0.8 0.7 0.6 0.6 0.3 0.3 0.2 0.1 2 3 4 5 6 7 g 9 10 11 12 13 . is o o Z O o z 's O o z iS O o z 14 15 16 17 is o fa o z 18... 19 ' 20 21 22 23 24 25 26 27 28 29 30 31 0.09 6.2 85.0 25.1 102.3 5.3 0.25 Runoff in acre-feet _ 5.4 379 5,220 1,390 6,290 317.1 15.5 TABLE 5 Location : SE \, Sec. 22, T 1 N.. R. LITTLEJOHNS CREEK AT FARMINGTON, 9 E., M. I>. B. & M. (Daily mean flow in second-feet) 1942-43 Stat ion number on Plate 3 : 5-784 Day Oct. Nov. Dec. Jan. Feb. March April May June *July *Aug. *Sept. 1. 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 6 6 6 6 6 6 6 6 6 6 6 6 6 6 50 30 16 7 7 2 2 7 7 16 16 30 30 30 30 30 30 22 16 16 22 30 30 30 30 30 30 22 16 30 30 22 22 22 22 22 30 40 40 40 22 22 22 30 30 210 70 5 6 6 6 4 4 4 60 50 50 60 60 50 40 30 30 30 30 22 22 30 30 30 30 50 2,580 505 300 270 189 187 88 88 1,483 720 780 700 384 170 110 6 6 278 184 88 86 84 72 70 6 6 6 6 6 5 72 80 72 70 1,270 290 438 370 330 330 310 180 532 3,315 925 1,165 1,799 2,820 925 310 270 186 270 180 1,165 310 186 180 210 210 88 86 82 82 80 160 160 110 110 110 110 100 100 110 186 170 150 130 110 70 50 30 16 7 6 6 6 6 6 5 5 5 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 1 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 1 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 2 _. 4 3 4 4 4 5 4 6 4 7 4 8 4 9 4 10 4 i 11 _ ! 12 4 4 13 4 1 14 4 15 ■ 16 4 4 17 4 18. 4 ' 19 4 20 21. 4 4 22 4 23 4 24.. 4 4 26 4 4 28 4 29 4 30 4 31 6 15.1 31.9 230 204.1 550.5 50.7 4 4 4 4 4 Runoff in acre-feet- 370 900 1,960 14,130 11,340 33,850 3,020 250 240 250 250 240 * Estimated. 210 TABLE 5— Continued SAN JOAQUIN COUNTY INVESTIGATION LITTLEJOHNS CREEK AT FARMINGTON, 1943-44 (Daily mean flow in second-feet) Day 1... 2... 3... 4... 5... 6... 7_._ 8_._ 9_-_ 10... 11... 12... 13... 14... 15... 16... 17... 18... 19... 20... 21... 22... 23. .. 24... 25. .. 26... 27... 28... 29... 30... 31... Average *Oct. *Nov. *Dec. *Jan. Feb. 6 84 361 168 130 115 118 266 203 163 141 76 70 70 70 70 70 70 70 210 1,086 3,732 985 190 178 170 344 1,449 March 586 985 1,951 1,691 2,077 590 179 87 77 72 70 52 11 6 5 4 9 22 19 7 7 7 7 7 7 7 7 7 7 7 7 April May June July Aug. Sept. 368 276.7 5.5 3.9 1.3 Runoff in acre-feet. 120 120 120 120 21,170 17,010 360 330 230 80 * Estimated. TABLE 6 LITTLEJOHNS CREEK AT FARMINGTON, 1945-46 Location : SE i, Sec. 22, T. 1 N., R. 9 E., M. D. P>. & M. (Daily mean flow in second-feet) Station number on Plate 3 -784 Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1... 3 3 3 3 2 2 2 2 2 2 1 1 1 1 1 1 1 2 2 1 1 1 1 1 2 2 2 4 5 4 18 22 19 18 11 7 5 4 3 2 2 2 2 2 2 3 4 4 5 6 7 6 6 5 5 5 5 5 6 6 5 7 6 7 7 7 7 7 7 6 6 7 7 6 7 7 7 8 9 9 15 18 16 13 9 8 7 6 6 6 5 7 9 9 9 9 9 9 9 9 8 8 8 8 9 18 18 17 17 16 16 15 15 14 14 13 13 12 12 12 12 11 11 11 11 11 10 10 10 10 10 10 10 10 10 9 9 9 9 12 12 14 14 15 16 16 16 16 15 15 15 15 15 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 18 20 20 19 19 18 18 2 18 3 18 4... Q Pi O O H Pi o z 18 5... 18 6 18 7 18 8 18 9 18 io : 18 ii 18 12 C o o H Pi O Z Q Pi O O a A o Q Pi o o H Pi O Z Q Pi o o w Pi o 18 13 17 14 15 16 17. 18 19 20 4 4 4 6 13 9 7 7 7 6 6 5 5 4 4 17 17 17 16 16 16 14 21 14 22 14 23 12 24 12 25 12 26 11 27 11 28 10 29 10 30 9 31 2.5 5.1 7.8 10.6 11.4 15.3 15.4 153 306 480 631 703 939 915 TABLE 6— Continued APPENDIX D UTTLEJOHNS CREEK AT FARMINGTON, 1946-47 (Daily mean flow in second-feet) 211 Day Oct. Nov. Dec. Jan. Feb. March April May June July Aug. Sept. 1 9 8 8 8 7 7 6 6 6 5 5 5 5 5 5 5 5 5 5 11 10 9 8 7 7 7 6 6 6 5 5 5 5 5 5 5 5 5 4 4 4 4 3 3 3 3 4 3 3 3 24 22 14 19 27 17 14 14 11 9 8 6 5 4 4 3 3 3 3 3 3 4 5 5 4 4 4 4 3 3 2 2 2 2 2 3 17 134 142 56 31 21 16 12 10 9 7 6 6 5 4 4 4 3 3 3 3 2 2 2 2 2 2 2 2 2 2 2 10 84 33 26 19 14 11 8 6 5 4 4 3 3 3 3 3 2 2 2 440 241 61 32 22 16 281 500 121 57 34 25 20 16 14 11 9 8 7 6 5 5 4 4 4 4 4 3 3 3 3 2 2 2 2 3 4 4 3 3 3 3 3 3 4 3 4 3 5 5 5 5 6 7 8 9 9 9 9 9 10 11 11 11 12 13 13 14 13 12 12 14 14 15 15 13 15 15 15 18 18 18 18 18 2 3 4 6 8 9 10 11 12 13 14 15 O o o z Q 9 30 31 8.3 4.0 7.8 4.4 4.1 5.0 7.5 5.2 tunoff in acre-feet _ 130 250 460 270 250 300 460 200 ABLE 7 — Continue iOcation : SW }, i Sec. 5, T. 2 X.. R. < i E.. M. 1) PI . B. & M. XLEY SLC )UGH, 1 ?52 Station number on Plate 2: 4 (Daily mean flow in second-feet) Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 24 18 18 11 11 4.1 9.5 12 18 22 21 20 10 6.0 8.2 5.5 6.8 9.3 9.9 8.4 7.4 4.1 5.3 12 10 3.7 1.6 3.2 5.0 12 13 9.9 13 15 11 5.4 2.4 3.7 4.8 4.2 2.2 10 9.5 10 13 21 16 14 16 6.5 3.4 1.8 1.3 9.9 6.6 6.6 5.5 8.8 11 15 14 8.5 2.7 3.3 3.0 2.0 2.9 2.9 9.0 8.1 11 16 12 10 9.2 3.2 3.3 4.9 5.3 3.0 20 16 4.2 7.1 14 13 12 11 7.9 4.0 4.3 9.9 6.9 5.1 8.9 11 9.2 9.0 4.6 6.5 20 14 16 8.4 8.0 14 12 14 22 8.6 3.9 3.5 8.6 4.6 6.3 12 8.0 11 18 18 17 13 9.9 7.8 10 15 20 16 14 13 7.1 3.9 5.0 4.3 5.1 2.5 5.1 10 4.3 14 8.1 11 13 16 17 10 10 1.5 1.6 3.1 4.5 5.1 4.1 3.5 9.7 5.6 15 12 7.9 3.8 10 8.3 11 8.4 10 7.3 8.3 8.0 9.6 9.9 9.1 7.0 7.2 7.2 6.3 8.2 8.7 9.8 12 10 11 9.0 8.4 9.5 18 9.8 9.0 9.5 11 15 13 13 9.6 11 7.3 7.5 8.3 9.6 5.5 4.1 2.0 1.2 1.5 6.3 3 4 g 7 8 g 10 11 12 13 14 15 16 17 18 19 20 21 23 24 20 18 18 15 12 27 26 >- '8 29 30 31 18.3 10.7 9.0 7.9 10.7 8.8 8.8 8.6 '.unoff in acre-feet _ 220 660 540 480 660 520 540 340 216 TABLE 7— Continued SAN JOAQUIN COUNTY INVESTIGATION TAISON, 1952 Location : SW I, Sec. 11, T. 4 N., R. 5 B., M. D. B. & M. (Daily mean flow in second-feet) Station number on Plate 2: Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 9.1 9.4 2.6 4.0 6.1 4.4 1.9 6.8 0.4 6.1 3.1 7.3 1.3 1.3 3.4 8.4 14 4.7 1.1 0.7 0.5 0.2 0.7 2.5 5.7 8.6 7.3 5.6 3.9 2.1 4.2 0.9 12 13 3.1 0.5 0.4 2.0 7.3 10 13 11 9.5 9.3 11 12 5.3 0.5 2.4 0.2 4.3 7.8 4.6 1.8 1.0 0.9 4.8 4.5 0.7 0.6 7.0 11 5.0 0.2 2.3 9.7 1.1 3.9 0.4 0.9 5.7 3.9 0.8 1.3 4.0 6.8 7.1 14 17 9.8 12 13 9.9 11 14 12 4.7 5.2 0.9 0.8 3.2 0.6 2.9 10 3.1 0.9 0.8 3.7 2.4 3.5 10 21 22 25 21 15 6.3 6.3 14 12 14 12 8.8 7.7 6.7 3.2 6.3 7.3 18 21 21 14 19 10 7.3 5.2 4.5 0.3 2.0 2.8 1.5 3.3 4.8 1.5 0.2 8.7 8.3 8.3 11 5.3 8.6 9.7 11 10 7.1 0.9 7.5 7.5 8.0 9.2 6.7 9.9 10 7.4 9.4 5.9 5.7 3.6 2.8 11 11 6.0 3.3 3.0 4.0 2.6 2.1 2.2 2.1 6.5 3.0 0.2 5.3 9.5 11 13 2.5 0.5 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 1.6 10 5.9 9.6 23 24 25 26 27 _. 28 11 6.9 11 29 30 31 Average . ___ 8.0 3.1 5.4 2.4 5.9 11.5 6.2 5.0 Runoff in acre-feet 140 180 320 150 360 680 380 200 TABLE 7— Continued WEBER, 1952 Location : NE \, Sec. 27, T. 2 N., R. 6 E., M. D. B. & M. (Daily mean flow in second-feet) Station number on Plate 2: Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 4.3 3.0 4.1 4.6 3.3 1.9 2.4 2.4 1.8 1.8 2.9 3.1 4.5 2.9 2.8 9.9 4.2 4.4 2.2 1.2 1.3 0.4 0.3 3.0 0.4 2.3 3.5 5.6 3.5 6.1 9.2 10 12 13 15 6.2 5.9 6.3 5.1 2.7 3.6 5.2 4.6 2.4 1.7 2. 2 1.2 1.8 2.4 2.4 2.0 2.2 4.4 3.2 5.2 8.3 7.7 6.3 5.8 4.1 2.0 1.5 1.9 1.2 1.1 1.5 3.1 1.0 0.7 2.0 1.3 1.2 0.7 0.8 1.7 1.2 0.7 0.7 1.5 2.0 1.9 1.6 0.9 1.1 1.1 0.7 1.2 0.2 0.2 0.4 1.2 2.0 2.3 2.0 0.4 1.3 1.5 2.1 1.5 1.0 2.1 1.0 1.2 1.8 3.8 3.2 2.7 2.2 4.0 4.8 4.5 3.5 3.7 3.1 1.9 1.9 2.7 3.0 4.3 4.3 3.0 4.1 2.4 2.1 2.5 3.9 2.1 1.1 2.8 2.9 2.5 1.2 2.4 7.3 6.1 6.8 9.6 14 10 6.5 4.3 4.5 5.0 7.2 8.2 6.6 5.1 5.3 7.6 9.5 4.6 4.8 5.3 4.7 2.9 2.4 3.4 5.8 8.9 12 8.0 0.7 5.9 0.2 5.3 4.1 5.5 5.2 12 7.4 6.6 3.0 2.7 5.7 4.4 5.1 6.6 7.2 7.5 8.4 8.6 8.9 11 5.6 7.9 8.7 5.8 4.4 5.9 2.3 1.4 4.0 2.7 2.3 3.1 8.7 9.4 8.9 7.3 6.1 4.1 8.0 2 3 4 5 6 7 8 9 10 11 12 . 13 14 15.- 16 17 . 18 19 2.1 1.0 1.1 0.4 2.4 5.2 6.2 5.8 5.6 6.3 20 21 22 23 24 25 26... 27... 28 29 30 31.. 3.0 2.7 5.5 1.3 2.5 5.3 6.2 5.9 70 170 320 80 150 320 380 230 TABLE 7— Continue Location : SE j, d Sec. 28, T . 4 N., R. 5 E., M. D. B. .V: M APPENDIX D BRACK, 1952 (In second-feet) Station number on '. 217 Plate 2: 7 Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 6.4 2 2.2 0.5 7.2 10.0 7.5 1.5 0.7 3 *0.5 4 1.2 7.1 5 4.1 1.6 *0.5 *0.5 *0.5 6 6.7 7 8.4 8 9.1 0.9 9 *4.0 10 0.9 6.5 7.0 11 10.5 12 *1.0 13 , 14 3.0 2.3 *0.5 *0.3 15 4.1 2.0 16 0.9 17 18 0.3 5.5 19 6.8 20 ___ *1.0 6.4 *0.3 *0.3 21.. 6.2 22 3.1 9.6 23 6.6 8.0 4.1 8.7 5.0 4.3 6.4 3.1 24 25 6.7 26 *1.0 27 1.1 *0.5 *0.5 28 *2.0 6.9 15.5 29 ___ 7.9 30... 4.9 31 ' Estimated. TABLE 7-Continued CALDONI, NORTH, 1952 [vocation : NW |, See. 14, T. 3 N., R. 5 E., M. D. B. & M. Station number on Plate 2 : 8 (In second-feet) Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. ] 1 .. 5.3 5.7 *2.0 4.1 *3.0 2.9 ■ 2 7.9 *0.5 5.2 *4.0 ' 3. 4 *7.0 *3.0 *1.0 | 6... *3.0 *3.0 i 7 -- 8 *1.0 *1.0 *1.0 9__ *2.0 10. . 6.1 11. 3.9 *0.5 •1.0 *0.5 1.3 12 13__ 14 4.7 4.1 *3.0 6.7 8.0 *2.0 2.7 4.8 ♦1.0 15 *0.5 16 17 18 *0.5 *0.5 6.4 19 0.5 4.5 4.4 20 21 22 23 *3.0 5.7 7.9 21 *1.0 *3.0 1.1 7.3 25 26 27 , o 28. *0.5 2.2 6.9 29 30 3.6 31 *1.5 Estimated. 218 SAN JOAQUIN COUNTY INVESTIGATION TABLE 7-Continued CALDONI, SOUTH, 1952 Location : NW 5, Sec. 14, 1 -\ 4 N., R 5 E.. M. D. B. & R] [. (In second-feet) Station number on Plate 2 : 9 Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1. 0.5 2 4.3 2.2 3 4 1.8 4.2 3.0 4.2 5 4.8 6 2.1 0.9 3.5 0.9 7 2.2 12 6.7 6.5 0.6 8 9.7 9 5.7 3.2 10 5.7 11 1.8 1.3 1.4 12 1.6 1.4 1.7 . 13... 14.. 4.9 2.2 1.4 3.1 1.7 15 1.7 2.7 1.9 5.8 4.9 8.9 16 17 18 19 4.9 4.9 2.3 20 7.1 0.5 21 10 22 23 6.0 4.0 5.0 2.0 6.7 5.8 24 4.5 7.4 1.9 25 26 3.3 4.4 27 28 0.7 1.5 9.7 0.7 5.7 29 30 5.4 31 TABLE 7-Continued COTTA No. 2, 1952 Location : SE }. Sec. :!4, T. 4 X.. R. 5 E., M. D. B. & M. (In second-feet) Station number on Plate 2 : 10 Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 *0.5 *0.5 2 0.8 3 4 *0.8 *0.8 *0.2 1.3 5 6 7 0.8 0.5 8 9 10... *3.0 11 12 13 *0.5 *0.5 *0.3 14 *0.3 *0.8 15 *0.5 *0.7 *0.3 16 17 18 19. __ 1.7 20... *0.5 1.2 0.9 21... 22... 1.0 *0.3 *0.5 23... 24. _. 0.3 *0.8 25 26... 27... 5.7 *0.3 28... 0.5 29.. 30... 31 — * Estimated. APPENDIX I) •Jin TABLE 7-Continued COTTA No. 3, 1952 Location : SW j. Sec. 34, T. 4 N., R. 5 E., M. D. B. & M. Station number on Plate 2: 11 (In second-feet) Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 2 3 4 7.5 5 6 7 8 9 10 11 12 6.2 13._- 14 15 *1.0 16 17 18 19 20 6.6 21 22 *0.3 23 24 25 26 - 27 4.0 28 29 30 31 3.1 * Estimated. TABLE 7-Continued COTTA No. 4, 1952 Location : SW i, Sec. 34, T. 4 N„ R. 5 E., M. 1). B. & M. (In second-feet) Station number on Plate 2:12 Day 7- 8. 9. 10- 11- 12_ 13. 14. 15. 16. 17- 18. 19- 20- 21- 22, 23- 24 25 26- 27. 28 29 30 31- Jan. Feb. March April 1 .1 1.2 May June July Aug. Sept. Oct. Nov. Dec 5.1 4.0 6.4 2.5 3.1 220 TABLE 7— Continued SAN JOAQUIN COUNTY INVESTIGATION COTTA No. 6, 1952 Location : NW J, Sec. 3, T. 3 N., R. 5 E., M. D. B. & M. (In second-feet) Station number on Plate 2 : 13 Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 *1.0 *2.0 2 *0.5 3.8 H.O 3 4 6.4 5 6 7 *0.5 8 9 *0.5 10 *2.0 11 12 13 14 5.5 5.3 3.0 2.4 4.9 15 16 17 5.8 *0.5 2.7 2.1 18 4.4 19 *1.0 *1.0 20 0.9 0.9 9.3 3.8 3.1 21 22 23 *0.5 *0.o *0.5 24 8.0 25 26 27 *3.0 28 *0.5 29 30 31 * Estimated. TABLE 7-Continued JOHNSON, 1952 Location : SW I, Sec. 34, T. 4 N., R. 5 E., M. D. B. & M. Station number on Plate 2 : 14 (In second-feet) Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 1.1 0.6 1.1 2 19 1.1 0.6 0.6 0.6 3 0.6 4 *1.0 3.8 4.6 5 0.6 1.1 0.6 1.1 6 1.5 1.5 1.1 4.6 0.6 7 *0.3 1.0 8 0.6 10 1.1 0.6 1.1 11 . 5.5 12 4.6 1.6 0.8 0.6 2.3 13 0.5 0.6 0.6 1.6 0.6 0.6 14 15 0.6 0.6 1.6 2.3 16 5.6 *0.5 3.3 2.6 0.6 17 18 1.1 19 1.6 1.1 1.1 0.6 20 . *0.5 2.3 2.3 4.6 0.6 21 0.3 22 *0.1 0.5 23 0.5 2.8 2.8 3.3 3.8 0.6 24 0.6 0.6 1.6 3.0 25 25 26 27 1.1 0.6 3.0 3.0 28 0.6 1.1 1.1 0.6 29 30 1.6 31 0.6 * Estimated. TABLE 7— Continued Location : NW 1, Sec. 31, T. 3 N., R. 5 E., M. D. B. & M. APPENDIX D KETTLEMAN, 1952 (In second-feet) L>L>1 Station number on Plate 2: 15 Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 0.6 2 1.1 *0.5 3 4 0.9 *0.2 *0.3 1.6 5 6 7 8 9 10 11 0.9 0.7 0.9 13 14 *0.5 15 16 17 0.8 18 19___ ._ *0.5 20 "1 0.6 0.6 23 24 26 . 27 0.6 0.7 *0.5 *0.5 28 *0.5 29 30 31 1.1 * Estimated. TABLE 7-Continued NORTH BEAR CREEK, 1952 Location : NW J, Sec. S, T. 2 N., R. 6 E.. M. D. B. & M. (In second-feet) Station number on Plate 2 : 1(3 Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 **2.0 **2.0 13 7.5 8.9 4.9 Q 4.5 5.0 5.5 6.4 6.1 2.2 0.7 3 2.0 4... 6.5 **5.0 5.6 2.9 5.9 5.1 5.7 8.0 4.8 6 L _ _ _ _ . 1.6 0.8 3.2 1.7 1.3 7___ 6.1 6.5 4.6 5.8 5.0 8 7.2 9 . 6.1 5.0 10 11 8.1 7.9 11 6.9 6.3 6.4 6.3 4.1 12 1.2 7.5 13 14 7.9 5.1 5.7 7.1 5.7 1.5 16 13 16 8.6 9.5 7.4 8.0 7.3 16 17 4.0 3.0 18 6.9 10 6.2 4.8 3.9 19 8.3 10 '»0 1.7 1.7 6.7 4.2 6.5 **0.5 2.1 21 14 22 23 3.9 7.4 8.3 6.9 7.3 5.7 6.7 8.5 8.8 14 24 7.0 5.0 4.6 5.1 5.7 4.8 25 . 26 27 3.8 2.0 3.9 2.3 **0.5 28 .. 6.6 6.4 4.5 7.0 9.3 7.3 6.7 29... 30. . 18 31 4.1 Net flow (North Bear Creek less Bear Creek at Highway 99 and Aron Cannery Waste). Estimated. 222 TABLE 7— Continued Location : SE j. Sec. 3, T. :! X., R. 5 E., M. I). P>. & M SAX JOAQUIN COUNTY INVESTIGATION SMITH-RIDDELL, 1952 Station number on Plate 2 : 1" (In second-feet) Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 2 *2.0 3 4 1.8 *1.0 2.0 2.1 0.4 5 1.2 ii 7 8 9 . 10 - 11 . 12 *1.0 *1.5 13 14 2.6 15. 1.1 If. 17 1.8 18 19 _ 20 1.5 *0.5 21 22 23 '24 25 26 27 28 1.7 1.2 '9 30 31 TABLE 7— Continued SOUTH BEAR CREEK, 1952 Location : SW J, Sec. !), T. 2 X., R. 6 E., M. 1>. B. & M. Station number on Plate 2 : 18 (In second feet) Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 3.7 *4.0 *1.5 *1.0 *0.5 *0.5 2 .. 2.8 2.3 2.4 3.7 2.4 4.7 3 . 4 *0.5 2.7 4.3 4.5 4.8 5 1.7 *0.5 *0.5 6 . *4.0 7 *2.0 *0.5 *0.5 8 _ 3.6 9 . *2.0 10 *3.0 *0.5 *0.5 5.2 7.0 5.3 5.1 5.6 4.1 3.1 3.1 11 12 *3.0 13 14 •1.5 *0.5 *0.5 15 *3.0 3.0 3.6 3.8 4.3 3.7 16 *2.5 17 *2.0 18 *1.0 3.7 3.8 2.8 1.9 3.3 19 *3.0 20 *1.0 *1.0 21 2.4 22 23 *2.0 *2.0 *2.0 4.8 3.2 3.5 *3.5 24 *0.5 *0.5 3.3 3.4 4.4 2.5 26 *2.0 *1.5 27 *1.5 •1.0 28 *0.5 3.3 4.1 4.2 8.4 5.3 29 *5.0 *5.0 30 *2.0 31 *2.0 * Estimated. APPENDIX D 223 TABLE 7— Continued Location : NW {. Sec 26, T. 2 X., R. SOUTHERN PACIFIC 6 Iv. M. I>. I?. & M. (In second-feet) 1952 Station number on P ate 2: 19 Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 0.2 0.3 2 0.2 0.3 0.3 0.3 0.8 0.8 3 4 0.3 0.5 0.3 0.2 0.2 5 6 6.3 0.2 0.2 7 0.2 0.3 8 9 10 0.3 0.3 0.2 0.2 0.2 11 12 0.2 0.3 0.5 0.3 13 14 0.3 0.5 15 0.5 0.8 0.8 0.5 0.8 16 17 18 19 0.2 0.3 0.5 , 20 0.3 , 21 0.2 0.3 0.5 0.5 0.5 0.5 0.3 0.3 | 22 23 - . .. 0.3 0.3 24_._ 0.5 0.5 25 26 0.1 27 ' 28 0.2 0.2 0.5 0.5 , 29 30 31 0.3 "vocation : SW \, Sec. 29, T. 2 X., R. 6 E., M. D. B. & M (In second-feet) Station number on Plate 2 : 20 Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 0.6 ► 2 ' 3 4 . i 6 7 8 9 10 11 12 4.8 0.9 13 14 15 16 ■ 17 18 19 20 21 22 23 5.5 24 *1.0 25 26 27 2.6 28 29 30 31 4.2 Estimated. 224 TABLE 7— Continue Location : NW \, d Sec. 14, T. 4 N., R. SAN JOAQUIN COUNTY INVESTIGATION TAISON (THORNTON ROAD), 1952 5 E., M. D. B. & M. (In second-feet) ! Station number on Plate 2 : 21 Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 0.3 1.7 0.3 0.8 2 *0.5 *0.3 *0.1 0.8 1.0 *0.3 3 2.3 4 *0.5 *0.5 *0.8 *1.0 0.3 0.2 0.2 3.1 0.7 5 0.7 0.5 *0.5 6 *0.2 *0.2 *0.5 *0.5 7 0.3 3.5 1.0 1.0 1.8 8 9 3.5 *1.5 10 *0.2 1.4 1.1 11 12 *0.5 *0.5 0.4 0.2 1.1 0.3 *0.5 *0.5 *0.5 13 14 0.2 0.7 0.4 0.4 1.1 *0.3 1.4 1.5 1.1 15 *0.2 *0.2 *0.2 1.0 1.5 16 17 *0.5 *0.3 *0.2 18 1.3 0.5 *0.3 1.3 1.9 19 *1.5 *0.5 20 0.1 0.3 0.4 0.5 3.5 1.9 1.1 2.0 1.9 21 *1.0 3.7 *0.5 *0.3 22 23 *0.8 *1.5 *0.2 *0.3 *0.2 24 1.0 3.0 *0.1 25 0.6 0.5 26 *0.5 *1.0 *0.8 *0.5 27 1.5 0.9 0.7 *0.5 *o.s 28 3.5 3.8 29 30 0.4 31 0.5 Estimated. TABLE 7-Continued TAISON (WESTERN PACIFIC RAILROAD), 1952 Location : NW i, Sec. 14, T. 4 N., R. 5 E., M. D. B. & M. Station number on Plate 2 : 22 (In second-feet) Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 *3.0 6.7 2.6 2 2.1 3.9 3.0 2.7 5.5 3 5.9 3.3 4 1.2 5.0 5.1 3.6 *2.0 5 *0.7 3.3 3.6 2.7 3.5 4.0 3.7 6 2.1 2.2 1.9 1.2 3.2 7 8 5.5 *3.0 2.8 9 1.2 2.9 5.3 2.8 2.2 10 3.3 2.6 3.0 2.6 11 12 0.7 1.2 2.4 5.4 2.8 4.7 2.3 2.1 3.8 13 1.5 2.9 5.6 3.4 5.6 14 2.8 2.5 9.1 4.6 15 2.8 3.0 2.2 2.5 3.6 5.0 5.5 3.8 16 2.4 6.5 17 5.0 3.0 2.5 18 1.2 2.2 2.4 4.6 6.3 19 6.4 6.0 2.7 1.4 2.3 6.7 20 4.9 1.6 2.9 3.2 3.2 2.7 2.9 2.8 21 1.4 22 23 0.5 2.6 2.6 2.5 3.7 24 6.7 2.7 2.8 2.7 *1.0 25 2.2 26 1.4 2.9 3.2 5.8 I 27 2.5 2.2 2.9 2.7 4.2 1 28 1.9 2.3 2.9 3.8 29 2.6 30 3.4 31 2.9 1 Estimated. APPENDIX D .).>■ ,BLE 7 -Continued THOMPSON-FOLGER, 1952 Dcation : SE J, Sec. 21, T. 4 N., R. 5 E., M. D. B. & M. Station number on Plate - : 23 (In second-feet) Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. 1 0.9 2.2 1.2 0.0 2 3.3 1.1 1.1 1.3 0.6 3 4 3.7 0.4 6 1.2 7 2.3 2.5 2.6 2.7 2.6 2.4 2.3 8 9 3.4 2.0 10 [1 12 3.2 13 4 2.5 3.4 0.8 2.6 1.7 15 3.0 2.1 3.1 1.6 1.0 16 17 .8 _ 1.6 1.5 1.6 0.8 9... 3.3 1.5 !0 0.5 *0.5 !1 >2 13 !4 1.8 3.4 1.1 2.6 0.9 0.8 ig 2.0 3.2 '6 7 1.5 'X 2.9 1.3 1.7 '9 ;o 3.2 i._ Miniated. TBLE 7— Continued Jeation : XE |, Sec. 10, T . 3 X., R. UPLAND No. 2, 1952 5 E., M. D. B. & M. (In second-feet) Station number on Plate 2 : 24 Day Jan. Feb. March April May June July Aug. Sept. Oct. Nov. Dec. ll„ -. 11 11 8.9 11 ■ 1 *3.0 9.1 17 16 12 11 7.2 13 14 13 8.3 10 4.8 •1.5 ■4 .. 3.6 *3.0 6.3 9.9 |5 6.3 6.2 6.5 11 ■6 9.3 11 8.5 5.4 4.0 7 *6.0 3.2 4.3 12 15 7.3 8.8 *1.0 1,8 3.5 |9 11 8.0 9.2 14 17 9.9 1 7.9 7.0 12 14 7.6 > 6.7 15 13 3.9 2.9 6.3 E , 4 4.4 8.9 9.6 12 ,-, 8.2 7.0 8.3 7.9 11 12 11 15 2.4 *2.5 fi - *3.0 2.4 *1.5 Is 5.2 3.1 7.9 13 15 *1.0 1.2 2.8 9 9.6 9.1 5.3 13 7.5 3.7 10 3.2 1.6 1.2 0.9 1 9 3 *4.0 9.2 3.7 3.5 *4.0 6.0 4.3 6.8 10 11 4 . 12 13 9.2 20 19 7.6 .-, fi 9.2 9.4 13 15 - *0.5 *0.8 *0.5 *2.0 *1.5 s 7.4 4.4 2.3 10 6.5 5.0 5.6 , 13 1 8.5 imated. 9 — 19144 226 SAN JOAQUIN COUNTY INVESTIGATION TABLE 7— Continued UPLAND No. 3, 1952 Location : SW i, See. 11, T. 3 N., R. 5 E., M. D. B. & M. (In second-feet) Station number on Plate 2 : Day Jan. Feb. March April May June July Aug. Sept. Oct. Xov. Dec. 1 2.1 3.0 1.6 2.6 2 8.5 2.0 0.9 *0.5 *0.3 *0.3 2.1 3 1.0 4 5.8 3.5 *0.5 1.0 *0.3 1.0 2.0 3.0 3.2 *1.0 *0.8 1.2 6 *0.5 2.1 3.4 4.2 2.7 7 1.4 0.4 1.4 5.1 3.0 4.1 8 4.5 9 -. 2.8 1.2 1.3 10 0.9 0.5 0.9 1.2 11 15 11 7.1 6.2 5.4 12 1.6 2.1 1.3 2.0 2.8 4.0 13 14 0.9 0.9 0.9 0.9 1.6 1.0 3.7 0.8 *0.5 *0.3 15 0.9 2.5 1.1 *2.0 *2.0 16 17 2.1 1.9 *1.0 *1.5 *0.5 18 3.9 5.5 6.0 5.5 1.3 19 2.2 0.5 20 4.2 3.9 6.2 1.0 *0.5 *0.8 •1.0 *0.5 21 6.1 22 23 -_- 2.6 6.6 4.9 *1.0 *0.5 24 2.8 *2.5 0.8 0.4 1.5 25 3.7 26 1.6 2.2 2.2 1.6 27. _ 4.5 *0.8 *0.8 *0.8 *0.8 *0.8 28 1.7 1.2 2.5 4.5 3.6 3.0 *0.5 29 30 4.8 31 3.3 * Estimated. APPENDIX E DEPTHS TO GROUND WATER AT MEASUREMENT WELLS IN SAN JOAQUIN AREA (On File With the Division of Water Resources) (227) APPENDIX F RECORDS OF PARTIAL MINERAL ANALYSES OF GROUND WATER IN SAN JOAQUIN AREA (Water Samples Collected by the Division of Water Resources) ( 229 ) APPENDIX F RECORDS OF PARTIAL MINERAL ANALYSES OF GROUND WATER IN SAN JOAQUIN AREA (Water samples collected by the Division of Water Resources) 231 Well number T5N/R5E-33L1- T5N/R5E-33L1. T5N/R7E-31M1_ T4N/R5E-3F1__ T4N/R5E-3L1.. T4N/R5E-4H1. T4N R5E-4H1. T4N R5E-4HK T4N/R5E-4H1. T4N/R5E-4HF T4N R5E-5A1.. T4N/RSE-8H1.. T4N/R5E-8H1.. T4N/R5E-10D2. T4N/R5E-10D2. T4N/R5E-12P1. T4N/R5E-13D1. T4N/R5E-13D1. T4N/R5E-13R1. T4N/R5E-13R2. T4N/R5E-13R2. T4N/R5E-23R1. i T4N/R5E-23R1. T4N/R5E-24C1. T4N/R5E-24H2_ T4N/R5E-24H2. T4N/R6E-11M4. T4N/R6E-12D1. T4N/R6E-12H2. T4N/R6E-15C2. T4N/R6E-16P1. T4N/R6E-17E1. T4N/R6E-17F1. T4N/R6E-17F1. T4N/R6E-18F1. T4N/R6E-18F1. T4N/R6E-18Q1_ T4N/R6E-18Q1. T4N/R6E-19A1. T4N/R6E-19.M2. ; T4N/R6E-20H1. T4N/R6E-20H1. T4N/R6E-21H1. T4N/R6E-21H1. T4N/R6E-22C5. ! T4N/R6E-22C5. T4NR6E-22F1. T4N/R6E-22L1. i T4N/R6E-22L1. I T4N/T6E-22L1_ T4N/R6E-23A2, T4N/R6E-23E1. T4N/R6E-23E1. T4N/R6E-23E1_ T4N/R6E-23N1. T4N/R6E-24R1. T4N R6E-25F1. T4N/R6E-25F1_ T4N/R6E-25R1_ T1N/R6E-25R1_ T4N/R6E-26N1. T4N/R6E-30R2. T4N/R6E-31A1 T4N/R6E-31A1 T4N/R6E-31.M.. Date sampled 5/18/50 8/ 8/50 5/23/50 5/15/50 5/15/50 5/10/49 7/11/49 9/ 5/49 5/15/50 8/ 8/50 5/18/50 5/10/49 9/ 7/49 5/10/49 7/19/49 5/15/50 5/10/49 7/11/49 9/ 1/49 7/11/49 5/15/50 5/10/49 7/13/49 5/10/49 5/15/50 8/ 8/50 5/23/50 5/13/49 7/ 7/49 5/12/50 5/10/49 5/12/50 5/15/50 8/ 8/50 5/10/49 7/20/49 5/15/50 8/ 8/50 5/10/49 5/22/50 5/10/49 5/12/50 5/19/50 8/ 8/50 5/19/50 8/ 8/50 5/10/49 5/10/49 7/11/49 9/ 1/49 5/12/50 5/12/49 7/11/49 9/ 7/49 5/19/50 5/23/50 5/10/49 7/20/49 5/19/50 8/ 8/50 5/19/50 5/12/50 5/11/49 7/11/49 5 18 50 Chlorides, in equivalents per million 0.93 0.73 0.68 0.31 0.82 0.84 0.56 0.28 0.48 0.39 15.75 27.89 24.79 0.56 0.28 0.87 1.41 1.41 0.28 2.53 2.53 1.69 1.69 1.41 1.58 1.44 0.39 0.28 0.84 0.62 0.56 1.35 1.07 1.01 1.13 1.13 1.18 1.07 1.13 1.21 0.56 0.76 0.56 0.51 1.41 1.29 0.56 1.41 1.97 1.41 1.38 1.13 1.13 0.84 1.63 1.91 1.13 0.84 0.45 0.90 0.20 1.91 1.13 0.84 0.42 Conductance, Ec X 10 6 at 25° C. 476 428 301 401 428 352 400 386 345 314 1,130 3,140 2,570 372 364 499 472 472 372 858 917 696 672 500 552 671 287 214 268 258 228 494 416 357 607 557 623 428 607 623 536 458 279 428 471 457 536 400 614 528 464 457 443 414 485 613 608 364 242 428 251 532 523 657 390 Well number T4N/R6E-36A2 T4N/R7E-7C1- T4N/R7E-8B1.. T4N/R7E-8B1_. T4N/R7E-8B1_. T4N/R7E-8R1.. T4N/R7E-8R1.. T4N/R7E-9DF. T4N/R7E-9DF. T4N/R7E-9D1.. T4N/R7E-10C1. T4N/R7E-10C1. T4N/R7E-14BF T4N/R7E-14B1. T4N/R7E-14B1. T4N/R7E-15A2. T4N/R7E-15A2. T4N/R7E-15A2. T4N/R7E-15M2 T4N/R7E-15M2 T4N/R7E-16M1 T4N/R7E-18HF T4N/R7E-19D2, T4N/R7E-19D2. T4N/R7E-19J2_ T4N/R7E-19J2_ T4N/R7E-19M1 T4N/R7E-19M1 T4N/R7E-19P1_ T4N/R7E-20B1. T4N/R7E-20HF T4N/R7E-23C2. T4N/R7E-23C2. T4N/R7E-26A1. T4N/R7E-26AK T4N/R7E-26AK T4N/R7E-28M1 T4N/R7E-28M1 T4N/R7E-29P1_ T4N/R7E-30HF T4N/R7E-30JF T4N/R7E-31F1. T4N/R7E-32B1_ T4N/R7E-33L1_ T4N/R7E-33LK T3N/R5E-13K1. T3N/R5E-13KF T3N/R5E-13K1_ T3N/R5E-14C1. T3N/R5E-14Cl_ T3N/R5E-14C1_ T3N/R5E-14C1- T3N/R5E-14C1. T3N/R6E-2K3.. T3N/R6E-2K3__ T3N/R6E-2K3., T3N/R6E-3D3.. T3N/R6E-3K1.. T3N/R6E-3KF. T3N/R6E-3Ql-_ T3N/R6E-4B2._ T3N/R6E-4E2._ T3N/R6E-5E2.. T3N/R6E-5E2.. T3N/R6E-5PK_ Date sampled 5/19/50 9/ 1/49 5/13/49 7/ 7/49 9/ 1/49 5/23/50 8/ 8/50 5/13/49 7/ 7/49 9/ 1/49 5/13/49 7/ 7/49 5/13/49 7/ 7/49 9/ 7/49 5/13/49 7/ 7/49 9/ 7/49 5/13/49 7/ 7/49 5/17/50 5/12/49 5/19/50 8/ 8/50 5/13/49 7/20/49 5/12/49 7/13/49 5/17/50 5/17/50 5/13/49 5/13/49 7/ 7/49 5/13/49 7/ 7/49 9/ 7/49 5/12/49 7/ 7/49 7/ 7/49 5/19/50 5/17/50 5/19/50 5/12/49 5/12/49 7/ 7/49 5/11/49 7/ 8/49 9/21/49 5/11/49 7/ 9/49 9/ 9/49 5/23/50 8/ 9/50 5/12/49 7/ 8/49 9/ 5/49 5/23/50 5/12/49 7/11/49 5/18/50 5/22/50 5/22/50 5/18/50 8/18/50 5/11/49 Chlorides, in equivalents per million 0.59 0.56 0.28 0.28 0.28 0.45 0.42 0.28 0.28 0.28 0.56 1.41 0.84 0.84 0.28 0.28 0.56 0.28 0.84 0.56 0.53 0.56 0.31 0.56 0.56 0.84 0.84 1.13 0.22 0.28 1.13 2.25 0.56 0.56 0.28 0.56 1.41 0.84 1.29 0.79 0.84 0.28 1.13 0.56 0.56 0.28 0.28 0.84 0.84 0.28 1.07 0.96 1.13 1.41 1.13 0.17 0.56 0.84 1.58 0.62 0.79 Conductance. Ec X 10" at 25° C. 0.20 0.28 348 343 186 183 186 192 214 236 193 186 414 379 300 293 272 179 183 172 314 269 220 250 191 271 286 400 372 350 190 174 186 414 557 286 250 243 300 536 328 457 313 342 357 600 400 464 414 443 374 365 286 394 286 772 672 614 187 557 536 710 508 522 342 290 232 SAX .JOAQUIN COUNTY INVESTIGATION RECORDS OF PARTIAL MINERAL ANALYSES OF GROUND WATER IN SAN JOAQUIN AREA-Continued (Water samples collected by the Division of Water Resources) Well number Date sampled Chlorides, in equivalents per million Conductance, Ec X 10« at 25° C. Well number Date sampled Chlorides, in equivalents per million T3N/R6E-5P1__ T3N/R6E-6C1__ T3N/R6E-6C1_. T3N/R6E-7M1_ T3N/R6E-7M1. T3N/R6E-8F1.. T3N/R6E-8R1-- T3N/R6E-8R1-- T3N/R6E-9D1_. T3N/R6E-9DL. T3N/R6E-9Q1 - . T3N/R6E-10N5 T3N/R6E-10P2- T3N/RGE-10P2. T3N/R6E-13G2. T3N/R6E-13M1 T3N/R6E-14D1. T3N/R6E-14N2. T3N/R6E-17A2- T3N/R6E-17H1. T3N/R6E-17H1. T3N/R6E-17M1 T3N/R6E-17R1. T3N/R0E-17R1 T3N/R6E-17R1. T3N/R6E-18B1. T3N/R6E-18J2_ T3N/R6E-18J2_ T3N/R6E-18K1 T3N/R6E-18K1. T3N/R6E-18K1 T3N/R6E-20A1 . T3N/R0E-20A1 . T3N/R6E-20E1. T3N/R6E-20H1 T3N/R6E-20H1 T3N/R6E-20PK T3N/R6E-20PK T3N/R6E-20P1- T3N/R6E-21C2 T3N/RfiE-21C2. T3N/R6E-21Q1 T3N/R6E-22H2 T3N/R6E-23D1 T3N/R0E-23D2 T3N/R6E-24B1 T3N/R6E-24DI T3N/R6E-24K2 T3N/R6E-24M1 T3N/R0E-24M1 T3N/R6E-24N1 T3N/R6E-25B1. T3N/R6E-25B1. T3N/R6E-25B1 T3N/R6E-25B1 T3N/R6E-25F3 T3N/R6E-27C1 T3N/R6E-29D1 T3N/R6E-29D1 T3N/R6E-30F1 T3N/R6E-30F1 T3N/RGE-30F1. T3N/R6E-30R1 T3N/R6E-30R1 T3N/R6E-30R1 7/19/49 5/18/50 8/ 8/50 5/11/49 7/ 8/49 5/12/50 5/22/50 8/ 9/50 5/11/49 7/ 8/49 5/22/50 5/19/50 5/18/50 8/ 9/50 5/15/50 5/15/50 5/22/50 5/22/50 5/22/50 5/11/49 7/ 8/49 5/19/50 5/11/49 7/ 8/49 9/ 7/49 5/22/50 5/18/50 8/ 9/50 5/11/49 7/ 8/49 9/ 7/49 5/11/49 7/ 8/49 5/18/50 5/22/50 8/ 9/50 5/11/49 7/ 8/49 9/ 2/49 5/22/50 8/ 9/50 5/18/50 5/18/50 5/12/49 7/11/49 5/15/50 5/15/50 5/15/50 5/15/50 8/ 9/50 5/18/50 5/12/49 7/ 8/49 5/12/50 8/ 9/50 5/15/50 5/19/50 5/22/50 8/ 9/50 5/11/49 7/ 8/49 9/ 1/49 5/11/49 9/ 1/49 5/23/50 0.56 1.07 0.62 0.84 1.13 0.56 0.93 1.01 0.28 0.28 1.63 1.27 1.01 0.96 2.14 1.01 1.10 1.15 1.77 1.69 1.41 1.32 1.13 1.41 0.84 1.29 0.96 0.79 1.69 1.97 1.41 2.25 2.53 2.99 1.89 1.86 1.13 1.13 0.84 2.99 2.56 1.01 0.17 0.56 1.69 0.17 0.90 2.25 0.31 0.84 1.32 0.84 0.84 0.70 1.84 0.73 0.56 2.45 2.25 0.84 0.84 0.28 0.28 0.28 0.17 357 349 343 428 407 398 647 628 257 268 715 980 770 643 942 613 474 689 780 714 264 455 678 672 614 558 499 272 678 672 572 964 928 704 584 743 500 472 457 820 786 533 454 414 600 230 390 855 232 343 576 457 414 421 386 345 494 834 843 307 336 300 203 200 .'22 T3N/R6E-32H1. T3N/R6E-34J1. T3N/R6E-34J1_ T3N/R6E-34J1- T3N/R6E-3GE1- T3N/R6E-36H1. T3N/R6E-36H1. T3N/R6E-36J2. T3N/R6E-36K1. T3N/R6E-36K1 T3N/R6E-36M3 T3N/R7E-5E4_. T3N/R7E-5E4.. T3N/R7E-6N1.. T3N/R7E-9L1-. T3N/R7E-9L1 _ . T3N/R7E-10R1. T3N/R7E-10R1. T3N/R7E-11C1. T3N/R7E-11G1. T3N/R7E-12M1 T3N/R7E-12M1 T3N/R7E-12M1 T3N/R7E-13N1. T3N/R7E-13N1 T3N/R7E-18P3. T3N/R7E-18P3_ T3N/R7E- 20.71. T3N/R7E-21M2 T3N/R7E-21M2 T3N/R7E-25B1 . T3N/R7E-25B1. T3N/R7E-29M1 T3N/R7E-33E1- T3N/R7E-33E1 . T2N/R6E-9CK. T2N/R6E-9C1-. T2N/R6E-10H1 T2N/R6E-13BF T2N/R6E-13BF T2N/R6E-21L1. T2N/R6E-21L1. T2N/R6E-21L1. T2N/R6E-26K2 T2N/R6E-26K2. T2N/R6E-26K2. T2N/R6E-20P2. T2N/R6E-34B2. T2N/R6E-34B2_ T2N/R6E-34B2. T2N/R7E-2B2- T2N/R7E-2B2__ T2N/R7E-5H1_ T2N/R7E-5H1_ T2N/R7E-5HK T2N/R7E-8L3- T2N/R7E-8L3-- T2N/R7E-10FK T2N/R7E-10FK T2N/R7E-17A2 T2N/R7E-17A2. T2N/R7E-17A2 T2N/R7E-17B1 T2N/R7E-17B1 T2N/R7E-26E1- 5/19/50 5/12/49 7/ 8/49 9/12/49 5/15/50 5/15/50 8/ 9/50 5/15/50 5/15/50 8/ 9/50 5/15/50 5/13/49 7/ 7/49 5/19/50 5/17/49 7/13/49 5/17/49 7/ 6/49 5/17/49 7/ 6/49 5/17/49 7/ 6/49 9/ 7/49 5/17/49 7/ 6/49 5/17/50 8/ 9/50 5/19/50 5/17/49 7/ 7/49 5/17/49 7/ 6/49 5/19/50 5/17/49 9/ 2/49 5/18/49 9/ 6/49 5/18/49 5/18/49 7/20/49 5/20/49 7/20/49 9/ 6/49 5/25/49 7/12/49 9/ 6/49 5/20/49 5/19/49 7/12/49 9/12/49 .", 26 t'.i 7/13/49 5/23/49 7/12/49 9/ 1/49 5/25/49 7/20 49 5/26/49 7/13/49 5/24/49 7/13/49 9/12/49 5/24/49 7/13/49 5/23/49 0.87 0.56 0.56 0.28 0.87 0.73 0.84 0.45 0.51 0.37 0.96 0.28 0.56 1.24 0.28 0.56 1.13 1.41 0.56 1.13 0.28 0.56 0.28 0.28 0.84 0.65 0.62 0.53 0.56 1.13 0.28 0.56 0.70 0.56 0.28 1.14 0.56 0.56 0.56 0.56 0.84 0.28 0.56 0.28 0.56 1.69 1.69 1.41 1.69 0.28 0.56 0.84 0.28 0.56 0.56 0.28 0.28 0.56 0.28 0.84 0.84 0.84 0.56 0.84 0.56 APPENDIX P RECORDS OF PARTIAL MINERAL ANALYSES OF GROUND WATER IN SAN JOAQUIN AREA-Continued (Water samples collected by the Division of Water Resources) 233 Well number T2N/R7E-26E1. T2N/R7E-26H4 T2N/R7E-26H4 T2N/R7E-27F1. T2N/R7E-27F2. T2N/R7E-27F2. T2N/R7E-28K1 T2N/R7E-28K1 T2N/R7E-31A1. T2N/R7E-31A1. T2N R7E-33B1. T2N/R7E-34G1. T2N/R7E-34G1. T2N/R7E-35N1 T2N/R7E-35N1. T2N/R7E-35N1. T2N/R7E-36D1. T2N/R7E-36D1. T2N/R7E-36D1. T2N/R8E-10C1. T2N/R8E-10C1- T2N/R8E-19B1_ T2X.R8E-19B1. T2N/R8E-24A1. T2N/R8E-24A1. T2N/R8E-25P1. T2N/R8E-25P1. T2N/R8E-25P1. T2N/R8E-29M1 T2N/R8E-29M1 T2N/R8E-29M1 T2N/R9E-8A1.. T2N/R9E-8A1.. T2N/R9E-36R2. T2N/R9E-36R2_ T1N/R6E-1P1.. T1N/R6E-1P1__ T1N/R6E-1P1__ T1N/R6E-2L2.. T1N/R6E-2L2__ T1N/R6E-2L2__ T1N/R6E-3B1.. T1N/R6E-3B1.. T1N/R6E-3B1__ T1N/R6E-3M1.. T1N/R6E-3M1_. T1N/R6E-3M1. T1N/R6E-3M2. T1N/R6E-3M3- T1N/R6E-3M3. T1N/R6E-3M3... T1N/R6E-10J1.. T1N/R6E-10J1.. T1N/R6E-10J1_. T1N/R6E-10Q1. T1N/R6E-10Q1- T1N,R6E-10Q2_ T1N/R6E-10Q2. T1N/R6E-10Q3. T1N,R6E-10Q3- T1N/R6E-10Q4. T1N/R6E-10Q4. TIN R6E-10Q4. T1N/R6E-10QS- T1N/R6E-10Q5- Date am pled 7 13 111 5/18/49 7/13/49 7/13/49 5/18/49 9/ 7/49 5/18/49 7 13/49 5/20/49 7 13,49 5/18/49 5, 18 49 7/11/49 5/18/49 7/13/49 9/12/49 5/27/49 7/19/49 9/12/49 5/27/49 7/20/49 5/27/49 7/20/49 5/27/49 7/11/49 5/27/49 7/11/49 9/ 7/49 5/23/49 7/11/49 9/ 1/49 5/27/49 7/19/49 5/ 9/50 8/11/50 5/20/49 7/12/49 9/13/49 5 20 I !i 7/12/49 9/12/49 5/19/49 7/12/49 9/12/49 5/19/49 7/12/49 9/12/49 5/19/49 .". 19 49 7/12/49 9/12/49 5/19/49 7/12/49 9/13/49 5/19/49 9/13/49 5/19/49 '.I 13 49 5 19 49 7/12/49 9/13/49 5 19/49 9, 13 49 5/19/49 \l 13 V.i Chlorides, in equivalents per million 0.5fi 0.56 0.56 0.28 0.56 0.28 0.84 0.84 0.28 0.28 0.56 0.28 0.28 0.56 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.73 0.28 0.56 0.84 1.41 2.82 2.25 2.25 2.25 1.97 1.69 2.82 4.51 2.25 1.41 0.84 1.69 1.13 5.63 5.63 5.63 21.12 21.69 12.96 11.83 6.20 6.20 6.76 31.49 33.80 10.42 25.92 Conductance, Ec X 10 6 at 25° C. 286 428 357 279 300 271 428 422 243 229 428 243 229 371 243 243 272 278 257 236 231 386 346 214 207 186 207 186 228 207 200 271 254 222 210 243 243 314 500 414 428 428 357 343 571 643 514 443 386 450 343 942 829 829 2,280 1.860 1,570 1.230 943 856 2,140 3,150 1,570 2,430 Well number T1N/R6E-11P1. T1N/R6E-11P1, T1N/R6E-11P1_ T1N/R6E-12B4. T1N/R6E-12B4. T1N/R6E-12L3. T1N/R6E-12L3- T1N/R6E-12L3 T1N/R6E-12M3 T1N/R6E-12N3. T1N/R6E-13D1. T1N/R6E-13D1. T1N/R6E-14Q1. T1N/R6E-15E2. T1N/R6E-16A1. T1N/R6E-16H3. T1N/R6E-16H3. T1N/R6E-17D1. T1N/R6E-17D1. T1N/R6E-23R1. T1N/R6E-23R1. T1N/R6E-25H1. T1N/R6E-25H1. T1N/R6E-25N1. T1N/R6E-25N1. T1N/R6E-36M1 T1N/R6E-36R1. T1N/R7E-4P1-. T1N/R7E-4P1.. T1N/R7E-7H1.. T1N/R7E-8F1.. T1N/R7E-8H1__ T1N/R7E-8H1.. T1N/R7E-8M1.. T1N/R7E-8M1_ T1N/R7E-9D1_. T1N/R7E-9DK. T1N/R7E-9D1-. T1N/R7E-9E2.. T1N/R7E-9E2-. T1N/R7E-9E2-. T1N/R7E-9N1__ T1N/R7E-9N1.. T1N/R7E-9N1.. T1N/R7E-10E2. T1N/R7E-10E2. T1N/R7E-10E2_ T1N/R7E-10G1. T1N/R7E-10G1. T1N/R7E-10G1_ T1N/R7E-11M1 T1N/R7E-11M1 T1N/R7E-11M1 T1N/R7E-14M1 T1N/R7E-14M1 T1N/R7E-16P2. T1N/R7E-18D1. T1N/R7E-18D1. T1N/R7E-18E1. T1N/R7E-18E1. T1N/R7E-19A1_ T1N/R7E-19A1. T1N/R7E-19A1. T1N/R7E-19D3. T1N/R7E-19D3. Date sampled 5/20/49 7/12/49 9/12/49 5/20/49 7/12/49 5/20/49 7/12/49 9/ 2/49 7/13/49 5/24/49 5/24/49 7/11/49 5/23/49 5/19/49 5/17/49 5/17/49 9/13/49 5/17/49 9/13/49 5/23/50 8/10/50 5/23/50 8/10/50 5/10/50 8/10/50 5/10/50 8/16/50 5/18/49 7/11/49 5/24/49 5/24/49 5/24/49 7/13/49 5/24/49 7/19/49 5/18/49 7/11/49 9/ 8/49 5/24/49 7/11/49 9/20/49 5/18/49 7/11/49 9/ 8/49 5/24/49 7/11/49 9/ 8/49 5/24/49 7/13/49 9/ 8/49 5/24/49 7/13/49 9/ 8/49 5/18/50 8/15/50 5/18/50 5/24/49 7/19/49 5/18/49 7/19/49 5/23/49 7/11/49 9/12/49 5/10/50 8/10/50 Chlorides, in equivalents per million 7.32 7.60 8.73 3.09 4.51 0.56 0.84 0.56 1.69 1.41 1.41 1 . 69 0.84 22.82 35.21 25.63 36.62 34.93 35.21 5.10 4.53 1.58 i . 63 3.32 1.18 1.66 1.63 0.28 0.56 0.84 1.97 2.25 1.97 1.41 1.41 0.84 0.84 0.84 1.41 1.13 0.84 0.84 0.56 0.28 0.28 0.56 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.59 0.45 0.73 1.97 1.97 1.41 1.13 1.41 1.41 0.84 1.07 1.13 Conductance. Ec X 10' at 25° C. 1.070 872 943 686 686 257 243 243 507 486 486 422 314 2,290 2,570 2,290 3,430 2,570 3,000 620 713 431 411 620 297 407 573 243 236 386 714 672 507 457 400 457 422 336 472 400 400 278 243 243 214 204 200 171 160 171 200 204 200 298 297 346 528 507 372 314 414 400 428 408 380 234 SAN JOAQUIN COUNTY INVESTIGATION RECORDS OF PARTIAL MINERAL ANALYSES OF GROUND WATER IN SAN JOAQUIN AREA-Continued (Water samples collected by the Division of Water Resources) Well number T1N/R7E-19D1„ T1N/R7E-20K1__ T1N/R7E-20K1.. T1N/R7E-20Q1„„ T1N/R7E-20Q1_. TlN/R7E-21Hl-_ T1N/R7E-21HC_ T1N/R7E-21M2„ T1N/R7E-21M2_. T1N/R7E-23N1._ T1N/R7E-23N1._ T1N/R7E-28D1 ._ T1N/R7E-28D1__ T1N/R7E-28D2__ T1N/R7E-28D2_. T1N/R7E-30E1-. T1N/R7E-30EK_ T1N/R7E-33D1.. T1N/R7E-35H1__ T1N/R7E-35H1.. T1N/R7E-36M1._ T1N/R7E-36M1__ T1N/R8E-6D1__ T1N/R8E-6D1___ T1N/R8E-6D1._. T1N/R8E-10CK. T1N/R8E-10C1__ T1N/R8E-10C1_^ T1N/R8E-14J1... T1N/R8E-14J1___ T1N/R8E-17A1__ T1N/R8E-17A1__ T1N/R8E-17A1__ T1N/R8E-17A1__ T1N/R8E-17A1__ T1N/R8E-19B1.. T1N/R8E-19C1-. T1N/R8E-22M1.. T1N/R8E-22.M1 T1N/R8E-23M1_ T1N/R8E-25F1.. T1N/R8E-25F1__ T1N/R8E-26K2__ T1N/R8E-26K2_. T1N/R8E-26K3„_ T1N/R8E-26K3._ T1N/R8E-26R1.. T1N/R8E-29J1._. T1N/R8E-29J1... T1N/R8E-29L1__ T1N/R8E-29L1^_ T1N/R8E-30D1__ T1N/R8E-30D1__ T1N/R8E-32G1.. T1N/R8E-32G1.. T1N/R8E-33M1.. T1N/R8E-33M1.. T1N/R8E-34F1__ T1N/R8E-34F1_. T1N/R8E-34.J1... T1N/R8E-34J1___ T1N/R8E-35B1_. T1N/R8E-35B1__ T1N/R8E-36F1__ TIN R8E-36F1__ Date sampled 5/23/50 5/10/50 8/16/50 5/10/50 8/10/50 5/18/50 8/10/50 5/18/50 8/10/50 5/18/50 8/15/50 5/10/50 8/10/50 5/10/50 8/10/50 5/10/50 8/10/50 5/10/50 5/18/50 8/10/50 5/12/50 8/11/50 5/27/49 7/11/49 9/12/49 5/25/49 7/11/49 9/ 8/49 5/27/49 7/11/49 5/27/49 7/22/49 9/20/49 5/24/50 8/14/50 5/18/50 5/18/50 5/24/50 8/14/50 5/16/50 5/24/50 8/15/50 5/16/50 8/16/50 5/16/50 8/14/50 5/24/50 5/12/50 8/14/50 5/12/50 8/15/50 5/23/50 8/14/50 5/16/50 8/14/50 5/16/50 8/14/50 5/16/50 8/16/50 5/16/50 8/14/50 5/24/50 8/14/50 5/24/50 5/15/50 Chlorides, in equivalents per million 0.68 1.01 1.18 0.73 0.79 0.73 0.90 1.63 1.44 0.96 1.01 0.87 0.90 0.87 0.51 0.73 0.45 0.45 0.59 1.13 0.87 0.90 0.56 0.28 0.28 0.28 0.28 0.28 0.56 0.28 0.56 0.56 0.28 0.45 0.51 Conductance. Ec X 10* at 25° C. 340 370 365 293 292 324 324 458 411 374 384 352 350 309 233 293 273 272 365 457 400 399 214 186 200 157 163 157 200 207 303 246 243 284 272 0.39 247 0.45 265 0.22 262 0.34 246 0.34 238 0.25 219 0.28 199 0.28 234 0.42 265 0.31 196 0.42 183 0.45 217 0.45 219 0.37 227 0.87 337 0.87 348 0.59 296 0.51 285 1.01 361 1.01 348 0.31 228 0.42 225 0.31 231 0.93 447 0.17 194 0.31 214 0.59 228 0.39 198 1.86 190 0.37 185 Well number T1N/R9E-8H1.. T1N/R9E-8H1.. T1N/R9E-13A1. T1N/R9E-13A1. T1N/R9E-16A2_ T1N/R9E-16A2. T1N/R9E-18GU T1N/R9E-18G1. T1N/R9E-18P1. T1N/R9E-23C1- T1N/R9E-23C1_ T1N/R9E-26M1_ T1N/R9E-26M1. T1N/R9E-30B2_ T1N/R9E-30B2_ T1N/R9E-32M1. T1N/R9E-32M1. T1N/R9E-32R1. T1N/R9E-32R1. T1N/R10E-22H1 T1S/R6E-6J2___ T1S/R7E-2E1... T1S/R7E-3M1_. T1S/R7E-3R1... T1S/R7E-3R1„_ T1S/R7E-5B1___ T1S/R7E-6J2... T1S/R7E-6R1___ T1S/R7E-8M1-, T1S/R7E-10D1. T1S/R7E-10D1. T1S/R7E-14E1.. T1S/R7E-24E1.. T1S/R7E-24E1.. T1S/R8E-3L1.._ T1S/R8E-3L1._. T1S/R8E-4D1.. T1S/R8E-4D1__ T1S/R8E-4H1.. T1S/R8E-4H1_. T1S/R8E-4L1... T1S/R8E-4LK.. T1S/R8E-4M1.. T1S/R8E-4M1._ T1S/R8E-5E1... T1S/R8E-5E1_._ T1S/R8E-5L1___ T1S/R8E-5L1_._ T1S/R8E-5M1.. T1S/R8E-5M1_. T1S/R8E-5R1.-. T1S/R8E-5R1... T1S/R8E-6A1_._ T1S/R8E-6A1... T1S/R8E-8D1__ T1S/R8E-8M1__ T1S/R8E-8M1_. T1S/R8E-9D1__ T1S/R8E-9D1__ T1S/R8E-10B1.. T1S/R8E-10B1.. T1S/R8E-12P1.. T1S/R8E-12P1__ T1S/R8E-13D2_ T1S/R8E-15D1. Date sampled 5/ 9/50 8/11/50 5/ 9/50 8/11/50 5/ 9/50 8/11/50 5/27/49 7/19/49 5/24/50 5/ 9/50 8/16/50 5/ 9/50 8/11/50 5/24/50 8/15/50 4/27/50 8/11/50 4/27/50 8/11/50 8/ /50 5/10/50 5/10/50 8/16/50 5/17/50 8/10/50 5/12/50 8/16/50 5/17/50 5/10/50 5/10/50 8/16/50 5/17/50 5/17/50 8/10/50 5/12/50 8/15/50 5/18/50 8/ /50 5/12/50 8/15/50 5/18/50 8 15 50 5/18/50 8/15/50 5/12/50 8/11/50 5/16/50 8/10/50 5/16/50 8/10/50 5/16/50 8/10/50 5/12/50 8/11/50 5/16/50 5/16/50 8/10/50 5/18/50 8/15/50 5/18/50 8/15/50 5/12/50 8/15,50 5/ 9/50 5 23 50 Chlorides. in equivalents per million 0.59 0.42 0.59 0.48 0.59 0.42 0.28 0.56 0.31 0.45 0.48 0.31 0.42 0.34 0.34 0.28 0.37 0.45 0.59 0.28 7.94 2.06 1.29 0.68 0.62 1.38 7.46 7.91 2.06 0.59 0.65 0.59 0.87 1.01 0.31 0.39 0.08 0.45 0.34 0.45 0.39 0.25 0.34 0.65 0.56 0.93 0.79 0.56 0.39 0.56 0.62 0.59 0.62 1.01 0.70 0.62 0.62 0.51 0.31 0.51 0.45 0.56 0.73 0.45 Conductance, Ec X 10« at 25° C. 223 270 250 220 223 180 164 169 214 204 191 183 186 213 198 201 202 197 210 210 1,170 403 403 308 284 308 1,130 1,106 847 274 272 269 585 617 234 228 227 248 234 281 248 259 219 224 285 255 346 352 263 220 342 354 271 279 286 345 333 238 232 215 278 209 278 250 202 APPENDIX F RECORDS OF PARTIAL MINERAL ANALYSES OF GROUND WATER IN SAN JOAQUIN AREA-Continued (Water samples collected by the Division of Water Resources) 235 Well number Date sampled Chlorides, in equivalents per million Conductance, Ec X 10" at 25° C. Well number Date sampled Chlorides, in equivalents per million Conductance, Ec X 10 6 at 25° C. T1S/R8E-15D1 8/15/50 5/18/50 5/23/50 8/15/50 5/23/50 8/15/50 5/23/50 8/11/50 5/23/50 8/11/50 5/ 2/50 5/17/50 8/10/50 5/17/50 8/10/50 0.45 0.45 0.31 0.45 0.65 0.39 0.53 0.45 0.56 0.42 0.34 1.01 1.01 1.58 1.52 206 250 181 199 290 195 275 261 285 290 318 384 359 488 599 T1S/R8E-32E1 5/17/50 5/ 9/50 8/11/50 5/ 9/50 8/15/50 5/ 9/50 8/11/50 5/ 9/50 8/15/50 5/ 9/50 5/12/50 8/ /50 1.21 0.53 0.42 0.53 0.37 0.59 0.42 0.51 0.59 0.42 0.42 433 T1S/R8E-16B1 T1S/R9E-5M1.. 215 T1S/R8E-22H2 T1S/R9E-5M1-. 236 T1S/R8E-22H2 T1S/R9E-5R1 218 T1S/R8E-24A1 — . T1S/R9E-5R1 238 T1S/R8E-24A1... T1S/R9E-8H1 T1S/R9E-8H1 237 T1S/R8E-24N1... 198 T1S/R8E-24N1 T1S/R9E-9R1... 220 T1S/R8E-24R1 T1S/R9E-9R1 T1S/R9E-17N1.- ... 313 T1S/R8E-24R1 277 T1S/R8E-29H1 . T1S/R9E-18R1._. 294 T1S/R8E-30B1 T1S/R9E-18R1 . 264 T1S/R8E-30B1 T1S/R8E-30R1 T1S/R8E-30R1 APPENDIX G APPLICATIONS TO APPROPRIATE WATER IN AND ADJACENT TO SAN JOAQUIN AREA (Filed With Division of Water Resources, Department of Public Works, Under Provisions of Water Code, State of California, November 1, 1953) ( 237 ) TABLE OF CONTENTS Table Page 1. Applications to Appropriate Water From Dry Creek and Tributaries 239 2. Applications to Appropriate Water From Mokelumne River and Tribu- taries, Excluding- Dry Creek 240 3. Applications to Appropriate Water From Bear Creek and Tributaries 243 4. Applications to Appropriate Water From Calaveras River and Tribu- taries 244 5. Applications to Appropriate Water From Duck Creek 246 6. Applications to Appropriate Water From Littlejohns Creek 246 7. Applications to Appropriate Water From Unnamed Streams and Turner Slough 247 8. Applications to Appropriate Water From Lone Tree Creek 247 9. Applications to Appropriate Water From French Camp Slough and Littlejohns Creek 247 10. Applications to Appropriate Water From Stanislaus River and Tribu- taries 248 ( 23S ) APPENDIX G 239 TABLE 1 APPLICATIONS TO APPROPRIATE WATER FROM DRY CREEK AND TRIBUTARIES, NOVEMBER 1, 1953 Applica- Date filed Name of applicant Source of water supply Location of diversion point, referenced to Mt. Diablo base and meridian Diversion Storage, in acre-feet Purpose tion number in second- feet in gallons per day Status 2575 10/ 5/21 7/30/27 8/13/47 2 20 48 3/22/48 3/22/48 3/24,48 12/ 2/48 1/10/49 4/21/49 4/21/49 4/21/49 10/ 3/49 3 3,53 SEK NEK Sec. 12, T.6N, R.9E SEK Sec. 7, T.7N, R.llE SEK Sec. 22, T.7N, R.12E NEK SEK Sec. 36, T.7N, R.llE SEK NEK Sec. 1, T.6N, R.9E NWK SEK Sec. 15, T.6N, R.10E SW14 SEK Sec. 2, T.5N, R.10E SEK SEK Sec. 1, T.6N, R.10E SEK SEK Sec. 1, T.6N, R.10E NWK NEK Sec. 26, T.6N, R.9E SEK Sec. 33, T.5N, R.10E East line of Sec. 26 to west line of Sec. 32, T.5N, R.7E SEK NEK Sec. 12, T.6N, R.9E SEK Sec. 2, T.5N, R.10E NEK Sec. 1, T.6N, R.9E Between SWK Sec. 23, T.7N, R.12E \ and Y/'A Sec. 22, T.6N, R.9E / WJ4 Sec. 21, T.6N, R.10E SWK Sec. 23, T.7N, R.12E SWK NEK Sec. 8, T.6N, R.10E SWK NEK Sec. 16, T.6N, R.10E SEK NWK Sec. 16, T.6N, R.10E 50 50 60 60 60 10 4.5 2.5 500 100 50 200 100 3,000 15 5,000 5,000 30,000 10,000 6,000 817 10,000 15,000 30 5,000 15,000 50,000 50,000 15 70 127 Irrigation, domestic, and stockwatering Irrigation and do- mestic Domestic Irrigation and do- mestic Power Irrigation, domestic and recreational Irrigation Irrigation and do- mestic Irrigation Irrigation, domestic and stockwatering Irrigation, domestic and stockwatering Irrigation, domestic and stockwatering Irrigation and stock- watering Irrigation 5647 State of California. Leslie and Ida Diet Incomplete License Incomplete Permit Permit Permit 12041 12342 ick Sutter Creek Unnamed spring. .. Drv Creek... 12427 12428 12434 12843 State of California, Authority State of California, Authority State of California, Authority North San Joaquin Conservation Dis Gladys I. Franklin. Youth Youth Youth Water rict Sutter Creek Jackson Creek Sutter Creek . Sutter Creek... . . Sutter Creek Dry Creek 12895 13036 Jackson Creek Drv Creek Sutter Creek. 13039 13041 13380 J. M. Thomas 15217 Emma M. Goffinet. Unnamed stream Jackass Creek 240 SAN JOAQUIN COUNTY INVESTIGATION TABLE 2 APPLICATIONS TO APPROPRIATE WATER FROM MOKELUMNE RIVER AND TRIBUTARIES, EXCLUDING DRY CREEK, NOVEMBER 1, 1953 Applica- tion number Date filed 2100 11/30/20 2534 9/ 3/21 2548 9/14/21 2751 2/ 9/22 2882 2948 6/16/22 7/28/22 2996 8/21/22 3161 11/27/22 3213 11/ 5/23 3270 2/26/23 3349 3453 3613 4/11/23 5/29/23 8/25/23 3617 3811 3821 3830 3887 8/29/23 1/26/24 2/ 2/24 2/ 7/24 3/ 5/24 3914 3/21/24 3990 3996 4215 5/15/24 5/20/24 9/16/24 4228 9/22/24 4398 4400 12/23/24 12/23/24 4405 4474 4768 12/29/24 2/20/25 9/11/25 4894 5002 1/21/26 4/21/26 5092 7/10/26 5128 7/26/26 5161 8/19/26 5240 10/22/26 5647 7, 30, 27 Name of applicant Pacific Gas and Electric Company Pacific Gas and Electric Company Pacific Gas and Electric Company Pacific Gas and Electric Company Mattie Mehrten Reclamation District No. 756 Pacific Gas and Electric Company Ren Featherston _ Margaret Clements, et al_. H. Shafer, et al. Raymond A. Kissel Estate of A. Galluzzi Brack Reclamation District No. 2033 Caterina Costa, et al Verne W. Hoffman W. E. andR. Melhoff F. and E. Kirschenman Pierce and Alice Plasse McCormack-Williamson Company R. N. Blossom, et al C. L. Allen E. M. Locke, et al East Bay Municipal Utility District Henry G. Ostermann, et al. E. A. Barbera J. W. Steely Henry G. Ostermann, et al East Bay Municipal Utility District Frank Amaio, et al East Bay Municipal Utility District E. Gianelli, et al East Bay Municipal Utility District Pacific Gas and Electric Company Pacific Gas and Electric Company State of California, Depart- ment of Finance Source of water supply North Fork of Moke- lumne River North Fork of Moke- lumne River Cold (Cole) Creek... Bear Creek Beaver Creek North Fork of Moke- lumne River Mokelumne River. . South Fork of Moke- lumne River and two other points North Fork of Moke- lumne River Mokelumne River... Mokelumne River... Mokelumne River... Mokelumne River... Mokelumne River... Mokelumne River and other slough Sycamore Slough and Dredger Cut Mokelumne River. .. Mokelumne River. _. Mokelumne River. .. Mokelumne River. .. Unnamed spring Mokelumne River ■Snodgrass .Slough Dredger Cut Mokelumne River Mokelumne River Mokelumne River Mokelumne River Mokelumne River Sycamore Slough Mokelumne River Mokelumne River Mokelumne River Beaver Slough Mokelumne River. Beaver Slough and movable point be- tween limits of South Fork of Mokelumne River Mokelumne River North Fork of Moke- lumne River North Fork of Moke- lumne River North Fork of Moke- lumne River Mokelumne River be- low Electra Dry Creek Sutter Creek Location of diversion point, referenced to Mt. Diablo base and meridian NWK SEK Sec. 33, T.8N. R.16E NWK SEK Sec. 33, T.8N, R.16E NWK NWK Sec. 5, T.7N, R.16E NWK XEK Sec. 2, T.7N, R.15E SWK NE' 4 Sec. 3, T.7N, R.15E NWK SEK Sec. 33, T.8N, R.16E NE' 4 NWK Sec. 14, T.4N, R.8E Movable point T.3N, R.4E SWK NEK Sec. 33, T.7N, R.13E NWK NWK SEK SWK SEK NEK N\Vi 4 SEK Sec. 15, T.4N, R.8E 1 Sec. 16, Sec. 16, Sec. 16, T.4N, R.8E T.4X, R.8E T.4N, R.8E SWK NEK Sec. 6, T.4N, R.10E NEK SWK Sec. 6, T.4N, R.9E NEK NWK Sec. 15, T.4N, R.8E T.3N, R.4E Movable point SEK SEK Sec. 17, T.4X, R.SE NWK NWK Sec. 34, T.4N, R.7E SEK SEK Sec. 28, T.4N, R.7E NWK SEK Sec. 34, T.4N. R.7E NEK NEK Sec. 18, T.9N, R.17E NWK SWK Sec. 17, T.9N, R.17E SWK NWK 4 other points NEK SWK NWK NEK NWK NWK SEK SEK K'.ot NWK NEK NEK SEK NEK SWK NEK NWK NWK SWK SEK NEK NEK NWK SWK SEK SWK SEK NEK Sec. 31, on other Sec. 34. Sec. 30, Sec. 30, Sec. 24, and WK Sec. 26, Sec. 9, Sec. 2, Sec. 1, Sec. 1, Sec. 10, Sec. 9, Sec. 26, T.5N, R.5E sources T.5N, R.5E T.4X. R.SE T.4N, R.SE T.4N, R.7E of NEK of T.5N, R.10E T.4N, R.9E T.3N, R.4E T.3N. R.4E T.3N. R.4E T.4N, R.SE T.4N, R.9E T.5N, R.10E Sec. 8, T.4N, R.5E Sec. 16, T.5N, R.11E NWK NWK Sec. 17, T.4N, R.5E 1 SEK SEK Sec. 12. T.4X, R.4E / NWK SWK NEK SWK NWK SEK NWK SEK NWK Sec. 26, T.5N, R.10E Sec. 26, T.5N, R.10EJ Sec. 33, T.8N, R.16E Sec. 33, T.8N, R.16E Sec. 13, T.7N. R.14E Sec. 32, T.6X, R.12E Sec. 7, T.7N, R.11E Sec. 22. T.7X, R.12E Diversion Storage, in acre-feet in second- feet Storage, in per day- 350 60,000 125 85,000 20 305 20 9,412 0.37 71.56 225 1.9 5.6 0.45 0.12 0.16 49.38 0.32 0.4 1.0 2.12 0.012 18.75 19.8 12.0 0.81 2.08 310 217,000 1.05 4.96 0.44 1.05 37.50 198,965 1.89 750 25,000 13.52 375 50,000 9,412 125 85,000 400 100,000 600 50 50 5,000 5,000 Purpose Power Power Power Power Agricultural Irrigation Power Irrigation Irrigation Irrigation, domestic and stockwater'mg Irrigation Irrigation Agricultural Irrigation Irrigation Irrigation Irrigation Domestic Agricultural Agricultural Agricultural Irrigation Irrigation Municipal Irrigation Irrigation Irrigation Irrigation Power Agricultural Power Irrigation Power Power Power Irrigation and do- mestic APPENDIX G 241 TABLE 2— Continued APPLICATIONS TO APPROPRIATE WATER FROM MOKELUMNE RIVER AND TRIBUTARIES, EXCLUDING DRY CREEK, NOVEMBER 1, 1953 Diversion Applica- Date filed Name of applicant Source of water supply- Location of diversion point, referenced to Mt. Diablo base and meridian Storage, in acre-feet Purpose tion Status number in second- feet in gallons per day 5648 7 30 .'7 State of California, Depart- ment of Finance Forest Creek Middle Fork of Mokelumne River Middle Fork of Mokelumne River South Fork o )Mo- kelumne River South Fork of Mo- kelumne River South Fork of Mo- kelumne River Mokelumne River Sec. 34, Sec. 12, Sec. 8, Sec. 23, Sec. 2, Sec. 16, Sec. 18, T.7N, R.14E T.6N, R.13E T.6N, R.13E T.6N, R.13E T.5N, R.14E T.6N, R.13E T.5N, R.11E 25 140 25 230 300 40,000 40,000 Irrigation and mestic do- Incomplete 5807 1/20/28 Woodbridge Irrigation Dis- trict Mokelumne River NEM SEM Sec. 34, T.4N, R.6E 300 Irrigation and mestic do- Permit 5957 6/25/28 P. F. Sievers Mokelumne River NEM NWM Sec. 14, T.4N, R.8E 0.37 Irrigation and mestic do- License 6032 8/29/28 Pacific Gas and Electric Bear River ... . SEM Sec. 18, T.8N, R.16E \ 200 50,000 Power Permit Company Cold (Cole) Creek... NWM SEM Sec. 28, T.8N, R.16E j 6145 12/26/28 Thornton Farms Mokelumne River NEM SEM NWM SWM Sec. 11, T.4N, R.5E 1 8.75 Irrigation License Sec. 2, T.4N, R.5E / 6262 4/20/29 Pacific Gas and Electric Company North Fork of Mo- kelumne River NWM SEM Sec. 33, T.8N, R.16E 550 Power License 6430 9/ 6/29 W. S. Orvis State Canal . NEM NWM Sec. 15, T.8N.R.16E1 NEM NWM Sec. 15, T.4N, R.5E \ 9.1 Agricultural License NEM NEM Sec. 16, T.4N, R.5E ] 6576 2/26/30 E. T. Bamert Mokelumne River NWM SWM SWM NEM Sec. 4, T.4N, R.9E 1.0 Irrigation License 6737 7/19/30 Pacific Gas and Electric Tiger Creek Sec. 8, T.7N, R.14E 75.0 Power License Company 6738 7/19/30 Pacific Gas and Electric- Company West Panther Creek . East Panther Creek . NEM NEM SWM NWM Sec. 2, Sec. 1, T.7N, R.14E T.7N, R.14E 33.8 47.1 Power License 7149 12/16/31 State Division of Highways. Unnamed spring NWM SEM Sec. 16, T.9N, R.16E 3,000 Domestic and protection fire License 7150 12/16/31 State Division of Highways. Tragedy Spring. NWM SWM Sec. 7. T.9N, R.17E 1,000 Recreation License 8406 8/ 3/35 1/ 8/37 S. Dinelli, et al Mokelumne River Mokelumne River SWM SEM NE' 4 NWM Sec. 19, Sec. 34, T.5N, R.5E T.4N, R.7E 0.31 0.4 Irrigation Irrigation License 8871 Nelson Davis License 9796 12/23/39 J. M. Prentice, et al ... Mokelumne River NE> 4 SE' 4 Sec. 26, T.4N, R.7E 0.5 Irrigation License 9828 2/16/40 E. F. Bernasconi. Dogtown Gulch SEM NWM Sec. 12, T.6N, R.13E 3.000 Domestic License 10068 11/20/40 E. H. Nevin, et al Dredger Cut NEM SEM Sec. 17, T.5N, R.5E 9.65 Irrigation and stock- License watering 10240 7,17/41 Woodbridge Water Users Association Mokelumne River NEM SEM Sec. 34. T.4N, R.6E 300 Irrigation, domestic, and stockwatering Permit 10296 111 11, 11 United States Stanislaus Tryon Meadow Creek NEM NWM Sec. 32, T.8N, R.20E 3,000 Domestic, stock License National Forest watering, and fire protection 10357 1/ 8/42 C. R.Brown Mokelumne River NEM SEM Sec. 1, T.4N, R.9E 0.048 Irrigation and mestic do- License 10531 9/ 2/42 Thornton Farms. . Mokelumne River IvIEM NEM Sec. 3, T.4N, R.5E. 1.85 Irrigation License 10553 11/ 4/42 V.W.Hoffman Mokelumne River NWM NWM Sec. 34, T.4N, R.7E 0.35 Irrigation License 10741 12/24/43 J. Deardorff, et al Humbug Gulch NWM SWM Sec. 21, T.6N, R.13E\ 20 Irrigation Permit NEM SEM Sec 20 10875 9/ 6/44 Kav J. Barber Unnamed stream SWM NEM Sec. 25, T.7N, R.13E 1.0 Domestic, power, Permit mining, and irri- gation 10950 1 9 15 J. E. Willard, et al Campo Flores Gulch. NWM NEM Sec. 12, T.6N, R.13E 300 Domestic License 11526 s _•_' Hi E. H. and H. C. Nevin Unnamed dredger cut. NEM SEM Sec. 17, T.5N.R.5E 2.38 Irrigation and stock- License watering 11562 9 .»:; 16 P. Sinnock . 5 springs and un- NEM NWM Sec. 8, T.6N, R.13E 1 0.. 11 Irrigation Permit named stream NWM NEM Sec. 8. T.6N, R.13E J 11637 11/29/46 S. L. Wilcox and Tessie Wilcox Stone (Bloom) Lake. NWM NEM Sec. 24, T.6N, R.4E 0.32 Irrigation Permit 11644 12/ 3/46 C. L. Bloom, et al . Stone (Bloom) Lake NWM NE' 4 Sec. 24, T.6N, R.4E 0.62 Irrigation and stock- License watering 11652 12/10/46 E. E. Jensen 3 unnamed springs... NEM NEM Sec. 12, T.6N, R.13E 16,000 Domestic Permit 11792 3/24/47 Calaveras County \\ alf r Bear Creek SWM NEM Sec. 1, T.6N, R.13E 10.0 1,550 Irrigation, domestic, Pending District SWM NWM Sec. 29, T.7N.R.14E 1 industrial, munic- ipal, mining, and recreational North Fork of SEM NWM Sec. 34, TJX, R.14E 1,300 Middle Fork of Mokelumne River Middle Fork of SEM SWM Sec. 12, T.6N, R.13E ! 50.0 3,600 Mokelumne River SWM SWM Sec. 9. T.6N. R.14E 1 South Fork of Mo- SWM SWM Sec. 16, T.6N, P..13E 50.0 1,850 kelumne River NEM SEM Sec. 1, T.5N, R.14EJ South Fork of Mo- SEM NEM Sec. 23, T.6N, R.13E 17,000 kelumne River 242 SAN JOAQUIN COUNTY INVESTIGATION TABLE 2— Continued APPLICATIONS TO APPROPRIATE WATER FROM MOKELUMNE RIVER AND TRIBUTARIES, EXCLUDING DRY CREEK, NOVEMBER 1, 1953 Diversion Applica- Date filed Name of applicant Source of water supply- Location of diversion point, referenced to Mt. Diablo base and meridian Storage, in acre-feet Purpose tion number in second- in gallons Status feet per day 11810 4/ 3/47 S. and J. Klein _. Beaver Slough SWK SEK Sec. 8, T.4N, R.5E 3.04 Irrigation Irrigation License 11977 7/ 9/47 P. L. and V. A. Stabell Mokelumne River SWK SWK Sec. 16, T.4N, R.8E 1.2 Permit 11992 7/16/47 United States El Dorado National Forest Peddler Hill Spring. NEK SEK Sec. 1, T. 8N, R.15E 0.004 Domestic and rec- reational Permit 12241 1/13/48 R.F. and C. S. Fiddymont. . Beaver Slough SEK SEK Sec. 10, T.4N, R.5E 4.1 Irrigation Permit 12539 6/ 9/48 J. V. Lucas Mokelumne River NEK NEK Sec. 12, T.4N, R.8E \ T.4N, R.9E / 1.30 Irrigation Permit NWK NWK Sec. 7, 12567 6/25/48 Alice Oldfield Little Garden Spring. SEK NEK Sec. 27, T.7N, R.13E 0.025 Domestic Permit 12648 8/12/48 Woodbridge Irrigation Dis- trict North San Joaquin Water Beaver Slough SWK SWK Sec. 11, T.4N, R.5E 30 Irrigation Permit 12842 12/ 2/48 Mokelumne River Lot 3 Sec. 7, T.4N, R.9E 50,000 Irrigation, domestic, Pending Conservation District SWK SEK SWK SWK Sec. 11, Sec. 24, T.4N, R.8E T.4N, R. 7E 250 250 municipal, recrea- tional and indus- trial Irrigation and do- 12843 12/ 2/48 North San Joaquin Water Mokelumne River SEK Sec. 5, T.4N, R.9E 500 78,000 Incomplete Conservation District SWK SWK SEK Sec. 5, Sec. 4, Sec. 33, T.4N, R.10E T.4N, R.10E T.5N, R.10E 500 500 500 25,000 25,000 40,000 mestic Bear Creek Movable between west line of Sec. 23, T.4N, R.8E and west line of Sec. 31, 100 15,000 T.3N, R.7E Paddv Creek. _. ._ Sec. 27, T.3N, R.7E 100 5,000 12897 1/11/49 Clarence L. and Laurel C. Bloom Calaveras County Water Stone (Bloom) Lake. NWK NEK Sec. 24, T.6N, R.4E 2.2 Irrigation Permit 12953 2/24/49 South Fork of Mo- NEK NEK Sec. 33, T.6N, R.14E 3,700 Irrigation and do- Pending District kelumne River mestic 13034 4/21/49 County of Amador . East Panther Creek. NWK Sec. 35, T.8N, R.15E 20 4,000 Irrigation, domestic Incomplete Panther Creek NEK Sec. 25, T.8N, R.14E 20 3,500 and stockwatering Tiger Creek EK Sec. 5, T.7N, R.14E 25 5,000 Mill Creek.... NK Sec. 6, T.7N, R.14E 10 2,000 West Fork of Tiger WA Sec. 5, T.7N, R.14E 10 1,000 Creek Antelope Creek . SEK Sec. 2, T.7N, R.13E 15 3,000 13156 6/16/49 East Bay Municipal Utility District Mokelumne River South Fork of Mo- kelumne River SEK SEK NWK SWK SWK NEK NWK NEK Sec. 6, Sec. 26, Sec. 16, Sec. 23, T.4N, R.9E T.5N, R.10E T.5N, R.llE T.6N, R.13E 212,000 17,000 44,000 80,000 Municipal Pending 13249 7/21/49 County of Calaveras South Fork of Mo- kelumne River NEK NEK Sec. 3, T.5N, R.14E 100 80,000 Irrigation and do- mestic Incomplete 13265 7/28/49 Calaveras County Water Blue Creek NWK NEK Sec. 25, T.7N, R.15E 10 Municipal Pending District Bear Creek. SWK NWK Sec. 29, T.7N, R.14E 1,550 North Fork of SEK NWK Sec. 34, T.7N, R.14E 1,300 Middle Fork of Mokelumne River 13477 11/22/49 H. A. and M. S. Higdon.... Unnamed gulch NEK SEK Sec. 5, T.6N, R.13E 40 Irrigation and stock- watering Permit 13652 3/27/50 United States El Dorado National Forest Mud Lake Spring SEK SWK Sec. 19, T.9N, R.17E 100 Domestic and stock- watering Permit 13853 7/18/50 North San Joaquin Water Conservation District Beaver Slough . SEK SEK Sec. 10, T.4N, R.5E 50 Irrigation and do- mestic Incomplete 13854 7/18/50 North San Joaquin Water Conservation District Sycamore Slough SEK SEK Sec. 33, T.4N, R.5E 200 Irrigation and do- mestic Incomplete 14020 10/25/50 12/12/50 J. Deardorff, et al Humbug Gulch NEK SEK Sec. 20, T.6N, R.13E 50 Irrigation Permit 14100 C. G. Best Reclamation District NWK NWK Sec. 17, T.5N, R.5E 0.31 Irrigation Permit No. 1002 Drain- age Canal 14642 1/21/52 County of Alpine . North Fork of Mo- Sec. 13, T.8N, R.18E 10 50,000 Domestic, irrigation Incomplete kelumne River and recreational 1 4643 1/21/52 County of Alpine North Fork of Mo- Sec. 13, T.8N, R.18E 10 50,000 Power and recrea- Incomplete kelumne River tional 14644 1/21/52 County of Alpine,. North Fork of Mo- Sec. 6, T.8I 10 100,000 Domestic, irrigation Incomplete kelumne River and recreational 14645 1/21/52 County of Alpine.. North Fork of Mo- Sec. 6, T.8N, R.18E 10 100,000 Power and recrea- Incomplete kelumne River tional 14724 3/21/52 I. James Little and Big Sandy NEK NWK Sec. 16, T.6N, R.13E 70 Irrigation and stock- Permit Gulch watering 14857 6/13/52 B. Doscher North Fork of Mo- SEK SEK Sec. 27, T.7N, R.13E 0.056 Mining Permit kelumne River 14883 6/30/52 United States Stanislaus National Forest Lower Highland Lake NWK SEK Sec. 32, T.8N, R.20E 140 Recreational Permit APPENDIX G 243 TABLE 2— Continued APPLICATIONS TO APPROPRIATE WATER FROM MOKELUMNE RIVER AND TRIBUTARIES, EXCLUDING DRY CREEK, NOVEMBER 1, 1953 Applica- Date filed Name of applicant Source of water supply Location of diversion point, referenced to Mt. Diablo base and meridian Diversion Storage, in acre-feet Purpose tion number in second- feet in gallons per day Status 14906 7/11/52 12/23/52 12/23/52 2/16/53 2/18/53 R. H. De Vinny Mokelumne River Beaver Slough „ Beaver Slough Mokelumne River South Fork of Mo- kelumne River Mokelumne River SWA SWA Sec. 5, T.4N, R.10E SWA SEA Sec. 9, T.4N, R.5E SEA SEA Sec. 8, T.4N, R.5E SEA SEA Sec. 6, T.4N, R.9E NWJi SWA Sec. 26, T.5N, R.10E SWA NEJi Sec. 16, T.5N, R.11E NW^NEJi Sec. 23, T.6N, R.13E NEM NEJ4 Sec. 5, T.3N, R.7E 0.33 3 2 1.6 212,000 17,000 44,000 80,000 Mining and do- mestic Irrigation and stock- watering Irrigation and stock- watering Power and domestic Irrigation and stock- watering 15135 15136 15201 15202 G.E.Everett G. E. Everett _.. East Bay Municipal Utility District C. Green Permit Permit Pending TABLE 3 APPLICATIONS TO APPROPRIATE WATER FROM BEAR CREEK AND TRIBUTARIES, NOVEMBER 1, 1953 Applica- Date filed Name of applicant Source of water supply Location of diversion point, referenced to Mt. Diablo base and meridian Diversion Storage, in acre-feet Purpose tion number in second- feet in gallons per day Status 12341 2/19/48 3/22/48 3/29/48 3/29/48 3/29/48 3/29/48 3/29/48 3/29/48 3/29/48 3/29/48 8/19/48 12/ 2/48 12/ 2/48 12/ 4/51 1/18/52 8/13/52 12/ 2/52 12/22/52 3/30/53 6/ 1/53 NWJ4SWJ4 Sec. 23, T.3N, R.7E NEM NEJ4 Sec. 23, T.3N, R.7E SEA NWM Sec. 23, T.3N, R.7E SWM NWH Sec. 23, T.3N, R.7E SWk NW'i Sec. 23, T.3N, R.7E SE'i NW'i Sec. 23, T.3N, R.7E NWJi SWA Sec. 23, T.3N, R.7E SWA SEA Sec. 14, T.3N, R.7E *WH NWJi Sec. 23, T.3N, R.7E SWM NW 1 * Sec. 23, T.3N, R.7E NWJ4 NWM Sec. 25, T.3N, R.7E Sec. 27, T.3N, R.7E Sec. 31, T.3N, R.7E Sec. 27, T.3N, R.7E Sec. 31, T.3N, R.7E NE NWA Sec. 32, T.4N, R.8E NWA^WA Sec. 23, T.4N, R.8E SEA SEA Sec. 11, T.3N, R.7E NEJi SWA Sec. 7, T.3N, R.8E NEJ4 SEA Sec. 22, T.3N, R.7E SWH SWA Sec. 13, T.3N, R.7E SEA NWJ4 Sec. 19, T.4N, R.10E SWM NWM Sec. 20, T.4N, R.10E 1.65 0.75 0.44 0.71 0.59 1.28 0.88 2.88 0.86 0.98 0.031 100 100 100 100 8 1.54 0.25 0.40 0.86 0.5 0.5 1.5 5,000 15,000 5,000 15,000 2 4.3 750 Irrigation and stock- watering Irrigation and stock- watering Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Domestic, irrigation and stockwatering Municipal Municipal Irrigation and do- mestic Irrigation Irrigation and stock- watering Irrigation Irrigation Irrigation Irrigation Irrigation 12426 12444 Robert E. Eietderich, et al. Paddy Creek Permit 12445 12446 12447 C. A. Eddlemon, et al C. A. Eddlemon, et al . .. 12448 12449 12450 Donald H. Hieb Bear Creek 12451 Ludwig F. Hieb Christian Ulrich, et al North San Joaquin Water Conservation District North San Joaquin Water Conservation District Winfield S. Montgomery Jr._ F. A. Engel, et al 12660 12842 Unnamed stream, tributary to Bear Creek Paddy Creek Permit Pending 12843 Paddy Creek Pending 14592 Permit 14621 Permit 14971 M. L. & M. Nies, H. R. & E. I. Nickel G. Davis - 15102 Unnamed stream, tributary to Bear Creek Pixley Creek Paddy Creek... Unnamed creek, tributary to Bear Creek Pending 15132 15256 15362 D. H. & M. O. Hieb I. C. &R. L. Mettler E. Ferrario. Permit Pending Pending 244 SAN JOAQUIN COUNTY INVESTIGATION TABLE 4 APPLICATIONS TO APPROPRIATE WATER FROM CALAVERAS RIVER AND TRIBUTARIES, NOVEMBER 1, 1953 Diversion Applica- Date filed Name of applicant Source of water supply Location of diversion point, referenced to Mt. Diablo base and meridian Storage, in acre-feet Purpose tion Status number in second- feet in gallons per day 2380 6/ 6/21 L. F. Grimsley Inc., Albert A. Anderson and W. D. Winton Calaveras River SWM NWM Sec. 4, T.2N, R. 9E 2.56 Irrigation License 2381 6/ 6/21 George A. Ditz et al Calaveras River.. . NWM SEM Sec. 5, T.2N, R.9E 1.44 Irrigation License 2839 5/ 4/22 Raymond T. McGurk Sr Calaveras River. (Movable) SM Sec. 33, T.3N, R.9E 1.00 Irrigation License 3335 3/20/23 R. C. Sweet, Jr. South Fork of Esper- SMNWM Sec, 15, T.5N, R.13E 0.056 Irrigation mestic and do- License anza Creek 3640 9/17/23 V. R. Smith Unnamed Canyon NEM NWM See. 4, T.3N, R.10E 31.5 Irrigation Agricultur mestic Irrigation License 3725 11/22/23 Frieda Sender _ _ _ _ El Dorado Creek SWM SWM Sec. 34, T.5N, R.13E 0.021 il and dn. License 3776 12/29/23 Vernon L. Vignolo et al Calaveras River. . NWM NWM Sec. 4, T.2N, R.9E 1.25 License 4742 8/19/25 Calaveras Cement Co Calaveritas Creek NW>4 NE>i Sec. 32, T.4N, R.12E 1.0 Industrial License 4778 9/18/25 Mrs. W. H. Roe- Murray Creek . NW> 4 XW' 4 Sec. 34, T.5N, R.13E 0.016 Irrigation mestic Irrigation mestic and do- License 5648 7/30/27 State of California Calaveras River . SWM Sec. 31, T.4N, R.11E 800 100,000 and do- Incomplete 6522 1/ 3/30 Stockton and East San Joaquin Water Conserva- tion District Calaveras River NEM SWM Sec. 5. T.2N, R.9E 13.75 11,500 Irrigation mestic and do- License 6612 3/28/30 George A. Ditz et al. . . Calaveras River.. . NWM SEM Sec. 5, T.2N, R.9E 1.44 Irrigation Permit 6623 4/ 5/30 L. F. Grimsley Inc., et al... Calaveras River.. _ SWM NWM Sec. 4, T.2N, R.9E 2.56 Irrigation Permit 6624 4/ 5/30 Raymond T. McGurk, Sr... Calaveras River. _ _ SM Sec. 33, T.3N, R.9E 0.81 Irrigation License 7090 10/13/31 Lydia Kolher Thompson Spring SE^ NWM Sec. 6, T.4N, R.13E 0.002 Irrigation mestic and do- License 7124 11/13/31 F. C. Stolte, Jr. and C. L. Stolte J. B. Ryburn Mormon Slough _ _ NWM Sec. 7, T.2N, R.9E 3.9 Irrigation License 7549 5/ 4/33 Potter Creek SEM SWM Sec. 18, T.2N, R.9E 0.75 Irrigation mestic and do- License Tributary to Mor- mon Slough 8659 5/ 8/36 George Schmauder South Fork of Cala- SWM NEM Sec. 30, T.4N, R.12E 0.19 Mining License veras River 9342 7/ 6/38 Calaveras Cement Co South Fork of Cala- veras River XWi 4 NEM Sec. 32, T.4N, R.12E 90 Industrial Permit 9647 6/29/39 V.R.Smith Unnamed stream NEM NWM Sec. 4, T.3N, R.10E 29 Irrigation mestic and do- Permit 10088 12/19/40 P. H. Cox Potter creek, NM NWM Sec. 24, T.2N, R.8E 3.0 Irrigation Permit tributary to Mor- mon Slough 10808 5/ 2/44 Stockton Golf and Country Club State Division of Beaches Calaveras River. . NWM NEM See. 6, T.1N, R.6E 1.15 Irrigation License 10867 8/25/44 Unnamed spring SWM NWM Sec. 15, T.5N, R.15E 0.016 Domestic and fire License and Parks protection 11550 9/12/46 W. R. and John A. Huberty. North Fork of Cala- veras River SEM NWM SWM NWM Sec. 6, Sec. 6, T.4N. R.12E T.4N, R.12E 0.75 20 Irrigation Permit 11788 3/20/47 G. M. Robertson and Wife . O'Neil Creek NWM NWM Sec. 33, T.5X, R.14E 0.125 Irrigation mestic Irrigation, and do- Permit 11792 3/24/47 Calaveras County Water Calaveras River SWM NWM Sec. 31, T.4N, R.11E 50.0 100,000 mining, Pending District North Fork of Cala- NEM SWM Sec. 33, T.6N, R.13E 2,650 municipal, in dus- veras River. . SEM SEM Sec. 35, T.6N, R.13E 10.0 60,000 trial, rec eation and Esperanza Creek SEM SWM Sec. 11, T.5N, R.13E 5.0 22,320 domestic Jesus Maria Creek. __ SWM SWM Sec. 25, T.5N, R.13E 5.0 14,000 O'Neil Creek NEM SEM Sec. 28, T.5N, R.14E 10.0 17,000 San Antonio Creek . . NWM SEM Sec. 9, T.4N, R.14E 10.0 18,000 11815 4/ 7/47 Calaveras Cement Company Esperanza Creek Lot 7 Sec. 6, T.5N, R.13E 1 T.5N, R.13E | 2.5 100 Industrial Permit Lot 7 Sec. 7, 12373 3/ 2/48 State of California, Youth Authority San Antonio Creek __ SEM SWM Sec. 9, T.4N, R.14E 4 Irrigation mestic and do- Permit 12668 8/25/48 Stockton and East San Joaquin Water Conserva- tion District Calaveras River SWM SWM Sec. 31, T.4N, R.11E 76,000 Irrigation mestic and do- Pending 12722 9/30/48 Calaveras Cement Company South Fork of Cala- veras River NWM NEM Sec. 32, T.4N, R.12E 2.0 Industrial Permit 12751 10/19/48 J. E. & L. M. Grawell Unnamed stream, NWM NWM Sec. 2, T.1N, R.8E 0.25 Irrigation and stock- License tributary to Mor- watering mon Slough 12839 12/ 1/48 Stockton and East San Joaquin Water Conserva- tion District Calaveras River. . NEM NEM Sec. 36, T.3N, R.9E 200,000 Irrigation mestic and do Pending 13245 7/21/49 County of Calaveras Calaveras River. . SWM Sec. 31, T.4N, R.11E 50 100,000 Irrigation, domestic Incomplete North Fork of Cala- SWM Sec. 33, T.6N, R.13E 10 5.000 and stockwatering veras River EM Sec. 35, T.6N, R.13E 3,000 Esperanza Creek SWM Sec. 11, T.5N, R.13E 5 6.500 Jesus Maria Creek... SEM Sec. 24, T.5N, R.13E 5 9,000 O'Neil Creek NEM Sec. 27, T.5N, R.14E 10 7,000 San Antonio Creek _ . SEM Sec. 26, T.5N, R.14E 10 25,000 APPENDIX G TABLE 4— Continued 245 APPLICATIONS TO APPROPRIATE WATER FROM CALAVERAS RIVER AND TRIBUTARIES, NOVEMBER 1, 1953 Diversion Applica- Date Name of applicant Source of Location of diversion point, referenced Storage, in Purpose tion Status number filed water supply to Mt. Diablo base and meridian in second- in gallons acre-feet feet per day 13423 10/27/49 Stockton and East San Calaveras River SWM NWM Proj. 26.T.2N, R.6E 175 Irrigation and do- Incomplete Joaquin Water Conserva- mestic tion District 13424 10/27/49 Stockton and East San Calaveras River.. .. SWM NWM Proj. 26, T.2N, I! 175 Municipal Incomplete Joaquin Water Conserva- tion District 13817 6/27/50 N. H. & L. H. Christensen . Steele Creek, NWM SWM Sec. 7, T.3N, R.12E 50 Irrigation and stock- Permit tributary to Cala- SEM NEK Sec. 12, T.3N, R.11E 1.5 50 watering veras River 13916 8/24/50 K. J. Romaggi . . Unnamed stream, SEM SWM Sec. 31, T.5N, R.15E 10 Irrigation and recre- ation Permit tributary to Cow- SEM SEM Sec. 30, T.5N, R.15E 15 ell Creek, San An- tonio Creek 13923 8/25/50 Tanner Brothers. Cowell Creek, NEK NEK Sec. 1 , T.4N, R.14E 1.0 124 Irrigation Permit tributary to San Antonio Creek 14095 12/ 6/50 W. W. Elzig Unnamed stream, NWM NWM Sec. 31, T.5N. R.13E C.125 Irrigation Permit tributary to Sala- mander Creek, Jesus Maria Creek 14250 4/12/51 Calaveras County Water District San Domingo Creek _ SWM SEM Sec. 36, T.4N, R.13E 25.0 12,700 Irrigation Pending 14251 4/12/51 Calaveras County Water District San Domingo Creek. SWM SEM Sec. 36, T.4N, R.13E 3.0 2,200 Municipal Pending 14295 5/ 8/51 J. J. Snvder Unnamed stream. SWM NEM Sec. 7, T.4N, R.11E 2.5 68 Irrigation Permit tributary to Cos- grove Creek 14598 12/10/51 D. B. Vincent__ _ Jesus Maria Creek... NEM NWM Sec. 14, T.5N, R.14E 0.084 Irrigation, domestic Permit and stockwatering 14786 4/30/52 C. B. Swinborne Unnamed spring SWM SEM Sec. 10, T.4N, R.11E 0.12 Irrigation, domestic and stockwatering Permit 14976 8/18/52 L. B. Darby. _ _ Unnamed spring, NWM SEM Sec. 24, T.4N, R.14E 0.08 Irrigation and do- Permit tributary to San mestic Domingo Creek 14992 8/25/52 R. V. Garamendi What Cheer Gulch . . NEM SWM Sec. 24, T.5N, R.11E 1.0 5 Irrigation, domestic Permit Chili Gulch SWM NEM Sec. 24, T.5N, R.11E 40 and stockwatering 15142 1/ 2/53 B. E. Case Mormon Slough NEM SWM Sec. 23, T.2N, R.8E 2.4 Irrigation Pending 15159 1/20/53 E.Faust South Fork of Willow SEM SWM Sec. 9, T.4N, R.13E 0.76 Irrigation, domestic Permit Creek SWM SEM NEM NEM Sec. 9, Sec. 17, T.4N, R.13E T.4N, R.13E 3 10 and stockwatering 15172 1/27/53 L. Domenghini Unnamed gulch, NEM NWM Sec. 4, T.4N, R.13E 18 Irrigation Permit tributary to El Dorado Creek 15209 2/25/53 H. L. Lombardi Calaveras River SEM SEM Sec. 35, T.4N, R.10E 3.0 Irrigation, domestic Pending and stockwatering 15255 3/26/53 F.J. & J. E.Lewis Unnamed creek SWM NEM Sec. 1, T.5N, R.13E 200 Irrigation Incomplete 246 SAN JOAQUIN COUNTY INVESTIGATION TABLE 5 APPLICATIONS TO APPROPRIATE WATER FROM DUCK CREEK, NOVEMBER 1, 1953 Applica- Date filed Name of applicant Source of water supply Location of diversion point, referenced to Mt. Diablo base and meridian Diversion Storage, in acre-feet Purpose tion number in second- feet in gallons per day Status 12004 7/23/47 10/19/48 3/14/49 6/26/50 11/ 7/52 4/13/53 5/28/53 5/28/53 9/18/53 Duck Creek Unnamed stream, tributary to Duck Creek Duck Creek Duck Creek Unnamed stream, tributary to Duck Creek Duck Creek SWM SWM Sec. 17, T.IN, R.9E NEK NEM Sec. 16, T.IN, R.9E NEM SWM Sec. 16, T.IN, R.9E SEM NEM Sec. 16, T.IN, R.8E \ NWM SWM Sec. 10, T.IN, R.8E / SEM NWM Sec. 13, T.IN, R.8E XW' 4 NWM Sec. 12, T.IN, R.7E SEM NEM Sec. 15, T.IN, R.8E NWM SEM Sec. 10, T.IN, R.7E NWM SWM Sec. 11, T.IN, R.7E NWM NEK Sec. 8, T.IN, R.8E 1.0 0.75 2.25 3.0 9.0 3.0 3.0 3.0 3.0 1.5 Irrigation and stock- watering Irrigation and stock- watering Irrigation Irrigation Irrigation and stock- watering Irrigation Irrigation Irrigation Irrigation 12752 12976 Wesley F. Fowler 13814 15079 Arthur T. Chute 15288 W. L. & A. F. Ripley P. S. & E. M. SanguinettL. A. M. S. Minahen James E. Soares ._ Pending Pending Pending Pending 15360 15361 15545 Duck Creek __ Duck Creek Unnamed slough, tributary to Duck Creek TABLE 6 APPLICATIONS TO APPROPRIATE WATER FROM LITTLEJOHNS CREEK, NOVEMBER 1, 1953 Applica- Diversion Date Source of Location of diversion point, reterencea Storage, in number filed water supply to Mt. Diablo base and meridian in second- in gallons acre-feet feet per day 405 7/18/16 Renaldo Jeffrey et al Little Johns Creek... Sec. 35, Sec. 36, T.4N, R.10E 1 T.4N, R.10E / 0.5 Irrigation License 6539 1/20/30 NEM SWM Sec. 17, T.1S, R.9E 0.11 9451 11/14/38 Jumbo Consolidated Min- ing Co. John Zwald Clover Creek SWM NWM Sec. 30, T.2N, R.12E 3.0 82 Mining Permit 9714 8/29/30 Little Johns Creek. .. SEM SEM Sec. 34, T.IN, R.10E 0.25 Irrigation and do- License mestic 10864 8/16/44 J. F. Goodwin Co Little Johns Creek... NEM SEM Sec. 35, T.IN, R.7E 3.0 Irrigation and stock- License watering 11364 4/ 8/46 J. F. Goodwin Co Little Johns Creek... NWM SEM Sec. 32, T.IN, R.8E 3.0 Irrigation and stock- Permit watering 11366 4/ 9/46 J. George Sanguinetti Little Johns Creek. __ SWM NWM Sec. 26, T.IN, R.9E \ T.IN, R.9E / 0.5 Irrigation Permit SWM NWM Sec. 26, 12249 1/19/48 Elmer S. & Ollie M. Ladd__ South Fork Little Johns Creek NEM SWM Sec. 2, T.1S, R.7E 3.0 Irrigation Permit 12536 6/ 7/48 Calaveras County Water Clover Creek NWM NEM Sec. 31, T.2N, R.12E 1,230 Irrigation and do- Pending District Little Johns Creek . _ SWM NWM SWM SEM SWM NEM SEM SWM Sec. 5, Sec. 5, Sec. 9, Sec. 9, T.IN, R.12E T.IN, R.12E T.IN, R.12E T.IN, R.12E 1,840 1,620 640 1,330 mestic 13107 5/20/49 Edward A. Schultz. . Little Johns Creek... NEM NEM SWM SW' 4 Sec. 3, Sec. 3, T.1S, R.7E \ T.1S, R.7E / 3.0 Irrigation Permit 13132 6/ 2/49 Wilbur L. & Wilbur B. Sal- mon Little Johns Creek... SEM NEM SEM NWM Sec. 6, Sec. 6, T.1S, R.7E \ T.1S, R.7E / 5.5 Irrigation and stock- watering Permit 13244 7/21/49 County of Calaveras Clover Creek NWM NEM Sec. 31, T.2N, R.12E 2,000 Irrigation and do- Incomplete Little Johns Creek... SWM NWM SEM SEM xwm nwm' SWM SWM Sec. 5, Sec. 5, Sec. 9, Sec. 9, T.IN, R.12E T.IN, R.12E T.IN, R.12E T.IN, R.12E 10,000 1,000 2,000 8,000 mestic 13333 3/ 6/49 Department of Finance, State of California Little Johns Creek... WM Sec. 35, T.IN, R.10E 150 31,100 Municipal Incomplete 13334 9/ 6/49 Department of Finance, State of California Little Johns Creek... WM Sec. 35, T.IN, R.10E 150 31,100 Irrigation, domestic and flood control Incomplete 13335 9/ 6/49 Department of Finance, Hoods Creek SEM Sec. 21, T.IN, R.10E 1 T.IN, R.10E I 65 14,100 Irrigation, domestic Incomplete State of California s\v, Sec. 22, and flood control 13336 9/ 6/49 Department of Finance, State of California Hoods Creek SEM swm Sec. 21, Sec. 22, T.IN, R.10E 1 T.IN, R.10E / 65 14,100 Municipal Incomplete 13337 9/ 6/49 Rock Creek NEM Sec. 17, T.IN, R.10E 100 9,000 Irrigation, domestic Incomplete State of California and flood control 13338 9/ 6/49 NEM Sec. 17, T.IN, R.10E 100 9,000 Municipal Incomplete State of California 13897 8/15/50 Little Johns Creek... SWM NWM Sec. 5, T.IN, R.12E 790 Irrigation Permit APPENDIX G TABLE 7 APPLICATIONS TO APPROPRIATE WATER FROM UNNAMED STREAMS AND TURNER SLOUGH, NOVEMBER 1, 1953 247 Applica- Date filed Name of applicant Source of water supply Location of diversion point, referenced to Mt. Diablo base and meridian Diversion Storage, in acre-feet Purpose tion number in second- feet in gallons per day Status 10673 7/14/43 5/ 8/44 12/15/45 2/21/48 7/30/48 6/21/49 Unnamed stream Unnamed stream Unnamed stream Unnamed stream Unnamed slough Turner Slough NEK NEM Sec. 9, T.IS, R.8E SEA SEA Sec. 5, T.IS, R.9E NEK NEK Sec. 9, T.IS, R.8E SEA SEA Sec. 4, T.IS, R.8E NWK NEK Sec. 3, T.IS, R.8E SWA NEK Sec. 1, T.IS, R.8E 3 1.9 2.55 3 0.9 2.75 Irrigation Irrigation Irrigation Irrigation and stock- watering Irrigation and do- mestic Irrigation and stock- watering Permit License Permit Permit Permit License 10811 11238 Bessie L. Shipley 12346 12626 13165 Lawrence Edith Brickey Elmer Norgard Estate F. H. & D. I. Middleton ... TABLE 8 APPLICATIONS TO APPROPRIATE WATER FROM LONE TREE CREEK, NOVEMBER 1, 1953 Applica- Date filed Name of applicant Source of water supply Location of diversion point, referenced to Mt. Diablo base and meridian Diversion Storage, in acre-feet Purpose tion number in second- feet in gallons per day Status 2358 6264 6397 5/26/21 4/22/29 8/ 7/29 7/24/30 8/ 6/35 12/ 8/37 3/ 8/39 7/12/45 9/27/48 4/ 2/53 Jessie Carlson Gaar ..... Mrs. Geraldine Day & E. D. Stevens Amelia W. McFall Lone Tree Creek Lone Tree Creek Lone Tree Creek Lone Tree Creek Lone Tree Creek Lone Tree Creek Lone Tree Creek Lone Tree Creek Lone Tree Creek Lone Tree Creek SEA NEK Sec. 8, T.IS, R.7E SEK NEK Sec. 24, T.IS, R.7E NEK NEK Sec. 14, T.IS, R.7E \ SEK SWK Sec. 13, T.IS, R.7E / SEK NEK Sec. 26, T.IS, R.8E SEK SEK Sec. 21, T.IS, R.8E SWK SWK Sec. 10, T.IS, R.7E SEK SWK Sec. 13, T.IS, R.7E SEK NEK Sec. 19, T.IS, R.8E SEK NWK Sec. 19, T.IS, R.8E SEK SEK Sec. 21, T.IS, R.8E 0.56 2.0 1.13 2.0 1.0 0.31 0.7 0.08 0.625 2.5 Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation and stock- watering Irrigation and stock- watering Irrigation Irrigation License License 6748 8413 9201 Dr. F.J. O'Donnell Maude Jones Eastman. Castle & Castle License License 9519 11104 Albert J. Due License 12717 Lucky McFall Permit 15272 Maude Jones Eastman Permit TABLE 9 APPLICATIONS TO APPROPRIATE WATER FROM FRENCH CAMP SLOUGH AND LITTLEJOHNS CREEK, NOVEMBER 1, 1953 Applica- Date filed Name of applicant Source of water supply Location of diversion point, referenced to Mt. Diablo base and meridian Diversion Storage, in acre-feet Purpose tion number in second- feet in gallons per day Status 4568 5366 5/ 5/25 2/25/27 10/30/36 7/ 2/45 10/ 9/51 Cardyn Mc D. Weston French Camp Slough . French Camp Slough. Little Johns Creek-.. French Camp Slough Little Johns Creek... SEK SWK Sec. 21, T.IN, R.6E ] SWK SEK Sec. 22, T.IN, R.6E } SEK SWK Sec. 22, T.IN, R.6E J NEK SEK Sec. 13, T.IN, R.6E \ SWK NWK Sec. 36, T.IN, R.6E / SWK NWK Sec. 36, T.IN, R.6E SEK NEK Sec. 6, T.IS, R.7E NEK SWK Sec. 36, T.IN. R.6E 4.93 0.31 0.52 0.96 5.55 Irrigation Irrigation Irrigation Irrigation Irrigation and stock- watering License License 8821 License 11095 License 14516 J. E. & A. J. Anderson Permit 248 SAN JOAQUIN COUNTY INVESTIGATION TABLE 10 APPLICATIONS TO APPROPRIATE WATER FROM STANISLAUS RIVER AND TRIBUTARIES, NOVEMBER 1, 1953 Diversion Applica- Date filed Source of water supply Location of diversion point, referenced Storage, in acre-feet tion number Name of applicant to Mt. Diablo base and meridian in second- in gallons Purpose Status feet per day 77A 8/ 4/15 Pacific Gas and Electric Company Highland Creek NWK NEK Sec. 4, T.6N, R.18E 6,144 Power Permit 1081 9/20/18 Oakdale and South San Joaquin Irrigation Dis- tricts Stanislaus River NWK SEK Sec. 11, T.1N, R.13E 96,195 Irrigation License 1339 6/30/19 Pacific Gas and Electric Company South Fork of Stanis- laus River SWK NWK Sec. 30, T.4N, R.18E 56.5 Power License 1628 1/15/20 D. F. Koetitz Stanislaus River NEK SWK Sec. 2, T.3S, R.7E \ T.3S, R.7E / 0.69 Irrigation License NWK SEK Sec. 2, 2087 11/19/20 Lorenzo Zerillo Stanislaus River... NEK NWK Sec. 26, T.2S, R.9E 0.15 Irrigation License 2460 7/29/21 Pacific Gas and Electric Company Stanislaus River NWK SEK Sec. 11, T.1N, R.13E 1,500 132,450 Power License 2524 8/29/21 South San Joaquin Irriga- tion District Stanislaus River SEK NEK Sec. 10, T.1S, R.12E 36,000 Irrigation License 3091 10/19/22 Oakdale and South San Joaquin Irrigation Dis- tricts Stanislaus River NWK SEK Sec. 11, T.1N, R.13E 10,754 Irrigation License 3395 5/ 2/23 G. J. Wagers. _ __ Big Meadows Creek _ SEK NEK Sec. 32, T.7N, R.17E 650 Domestic License 3516 7/ 9/23 D. F. Koetitz Stanislaus River N'E 1 , S\Y>4 Sec. 2, T.3S, R.7E 2.47 Irrigation License 3602 8/20/23 3/20/24 Garnet T. Barron Unnamed stream Gooseberry Spring... N\Yi 4 NWK SEK SWK Sec. 35, Sec. 14, T.6N, R.20E T.4N, R.18E 650 50,000 Domestic Domestic License 3912 United States — Stanislaus License National Forest 4895 1/26/26 WadeH. Coffill Unnamed spring NEK SEK Sec. 25, T.6N, R.19E 6,500 Recreation, domes- License tic, and fire pro- tection 5250 10/30/26 Helen S. Company.. Unnamed spring SEK NEK Sec. 17, T.3N, R.14E 400 Domestic License 5414 4/11/27 Pacific Gas and Electric Company Highland Creek . NEK NEK Sec. 9, T.6N, R.18E 4,656 Power Permit 5648 7/30/27 State of California, Depart- Highland Creek NEK Sec. 9, T.6N, R.18E 65,000 Irrigation and do- Incomplete ment of Finance, and North Fork of Sec. 2, T.4N, R.15E 975 mestic Oakdale and South San Stanislaus River NWK Sec. 23, T.6N, R.16E 30,000 Joaquin Irrigation Dis- Middle Fork of NEK Sec. 14, T.4N, R.17E 60,000 tricts Stanislaus River Stanislaus River... Sec. 11, T.1N, R.13E 600 5649 7/30/27 State of California, Depart- South Fork of Stanis- SWK Sec. 24, T.3N, R.16E 17,000 Irrigation and do- Incomplete ment of Finance laus River SWK SWK Sec. 9, Sec. 15, T.4N, R.19E T.4N, R.18E 15,000 27,000 mestic Sullivan Creek NEK Sec. 28, T.2N, R.15E 50 13,000 6129 12/ 4/28 Pacific Gas and Electric Company South Fork of Stanis- laus River SEH SWA Sec. 24, T.3N, R.16E 3,919 Power License 6130 12/ 4/28 Pacific Gas and Electric Company South Fork of Stanis- laus River SEK SWK Sec. 24, T.3N, R.16E 5,360 Irrigation and do- mestic License 6764 8/11/30 State of California, Division of Highways Unnamed spring SEK NWK Sec. 32, T.7N, R.17E 6,500 Domestic and fire protection License 6963 5/19/31 Leonard E. Ecklund and Gladys M. Ecklund Stanislaus River SEK NEK Sec. 3, T.3S, R.7E 8.94 Irrigation Permit 6971 6/ 2/31 State of California, Division of Highways Unnamed spring NWK NWK Sec. 35, T.6N, R.20E 9,000 Irrigation, domestic and fire protection License 7025 8/ 3/31 State of California, Division of Highways Stoddard Spring SWA NWK Sec. 10, T.3N, R.17E 1,000 Recreational License 7166 1/ 5/32 State of California Cottage Spring SWA NE^ Sec. 28. T.6N, R.16E 1,000 Recreational License 7397 10/ 3/32 State of California, Division of Highways Unnamed spring SEK SEK Sec. 25, T.8N, R.18E 1,100 Recreational License 8892 2/ 3/37 Oakdale Irrigation District . Stanislaus River NEK NEK Sec. 18, T.2S, R.10E 4.54 Irrigation and do- mestic Domestic 8919 3/13/37 R. H. Dynan Unnamed spring, SEK SEK Sec. 8, T.7N, R.18E 360 License tributary to Lake Alpine 9217 12/30/37 R. H. Dynan Unnamed spring SEK SEK Sec. 8, T.7N, R.18E 360 Domestic License 9620 6/15/39 Mitchell Terziek Eagle Creek NEK NEK Sec. 36, T.6N, R.19E 2.0 Power Permit 9666 7/17/39 Oakdale Irrigation District. Stanislaus River SWK SWK Sec. 9, T.2S, R.10E 1.68 Irrigation and do- mestic Irrigation and do- License 9834 2/21/40 N. E. Cannon Stanislaus River ... SEK NEK Sec. 3, T.3S, R.7E 3.89 License 9851 3/14/40 R. H. Dynan Unnamed spring NWK SEK Sec. 8, T.7N, R.18E 1,200 mestic Domestic License 10122 2/19/41 Pacific Gas and Electric Company Middle Fork of Stanislaus River NEK SEK Sec. 24, T.4N, R.16E 160 Power License 10168 3/25/41 Tamarack Cabin Owners Association Two unnamed springs NWK SEK Sec. 22, T.7N, R.17E 13,000 Domestic and fire protection License 10384 2/ 6/42 United States — Stanislaus National Forest Cow Creek SEK NWK Sec. 34, T.5N, R.18E 14,000 Domestic, recrea- tional, and fire Permit protection 10386 2/ 6/42 United States — Stanislaus National Forest Leland Creek SWK SWK Sec. 34, T.5N, R.18E 8,000 Domestic, recrea- tional, and fire protection ~ APPENDIX G 249 TABLE 10— Continued APPLICATIONS TO APPROPRIATE WATER FROM STANISLAUS RIVER AND TRIBUTARIES, NOVEMBER 1, 1953 Diversion Applica- Date filed Name of applicant Source of water supply Location of diversion point, referenced to Mt. Diablo base and meridian Storage, in acre-feet Purpose tion number in second- in gallons Status feet per day 10437 4/25/42 United States — Stanislaus Bee Creek.. NWK SEK Sec. 4, T.7N, R.18E 1,400 Domestic, recrea- Permit National Forest tional, and fire protection 10466 5/25/42 A. Girardi. . Stanislaus River NWK NWK NWK NWK Sec. 28, T.2S, R.8E 3.0 Irrigation Domestic and fire Permit 10490 7/ 8/42 United States — Stanislaus Unnamed spring Sec. 35, T.6N, R.20E 2,600 License National Forest protection 10491 7/ 8/42 United States — Stanislaus National Forest Unnamed stream SWK NEK Sec. 25, T.6N, R.19E 2,600 Domestic, recrea- tional, and fire protection License 10492 7/ 9/42 United States— Stanislaus National Forest Unnamed stream SWK NEK Sec. 25, T.6N, R.19E 1,950 Domestic, recrea- tional, and fire protection License 10556 11/12/42 United States — Stanislaus National Forest Bumble Bee Creek . . SWK SWK Sec. 3, T.4N, R.18E 6,250 Domestic, recrea- tional, and fire protection Permit 10557 11/12/42 United States — Stanislaus National Forest Cascade Creek... . NEK NWK Sec. 23, T.5N, R.18E 2,600 Domestic, recrea- tional, and fire protection License 10575 12/28/42 United States — Stanislaus National Forest Unnamed stream SWK SEK Sec. 27, T.6N, R.20E 1,600 Domestic, recrea- tional, and fire protection License 10576 12/28/42 United States — Stanislaus National Forest Unnamed stream SWK SEK Sec. 27, T.6N, R.20E 2.000 Domestic, recrea- tional, and fire protection Permit 10584 1/ 2/43 United States — Stanislaus National Forest Unnamed stream NWK NEK Sec. 25, T.6N, R.19E 4,500 Domestic and fire protection License 10585 1 2 43 United States — Stanislaus National Forest Unnamed stream NWK NEK Sec. 25, T.6N, R.19E 1,300 Domestic, stock- watering, and fire protection License 10710 9/11/43 B. V. Bonora Stanislaus River. .. NEK NEK Sec. 23, T.2S, R.8E 3.0 Irrigation License 10872 8/30/44 Oakdale and South San Joaquin Irrigation Dis- tricts Stanislaus River Lot 5 Sec. 1, T.1S, R.12E 80,000 Irrigation Permit 10978 2/10/48 Oakdale and South San Joaquin Irrigation Dis- tricts Stanislaus River. _ . . NWK SEK Sec. 11, T.1S, R.13E 25,000 Irrigation Permit 11105 7/13/45 Oakdale and South San Joaquin Irrigation Dis- tricts Middle Fork of Stanislaus River SWK NEK Sec. 14, T.4N, R.17E 110,000 Irrigation Permit 11648 12/ 6/46 Sydney W. Reynolds Bucks Slough SWK SEK Sec. 20, T.2S, R.8E 0.36 Irrigation License 11661 12/16/46 D. P. Pagani Eagle Creek SEK SWK Sec. 5, T.3N, R.16E i 0.5 Irrigation and stock- Permit SEK NWK Sec. 8, T.3N, R.16E] watering 11741 2/21/47 Henrv J. Schwatken Stanislaus River SWK NWK Sec. 36, T.1S, R.11E 1.0 Irrigation Permit 11792 3/24/47 Calaveras County Water North Fork of SEK NWK Sec. 23, T.6N, R.16E 31.500 Irrigation, domestic. Pending District Stanislaus River =SEK NEK Sec. 4, T.6N, R.17E 47,000 industrial, munici- pal, mining and recreational 12199 12/17/47 United States — Stanislaus National Forest Unnamed spring NWK SWK Sec. 20, T.4N, R.18E 1,100 Domestic License 12200 12/17/47 United States — Stanislaus National Forest Unnamed springs SWK NWK Sec. 20, T.4N, R.18E 7,200 Domestic and fire protection License 12257 1/23/48 Tuolumne County Water South Fork of SEK SWK Sec. 24, T.3N, R.16E 120 Irrigation and do- Pending District No. 2 Stanislaus River Herring Creek NEK SWK SEK NWK SEK SWK Sec. 9, Sec. 14, Sec. 30, T.4N, R.19E T.4N, R.18E T.5N, R.19E 17.200 3.300 1.150 mestic 12490 4/28/48 Oakdale and South San Joaquin Irrigation Dis- tricts Middle Fork of Stanislaus River NEK SEK Sec. 35, T.6N, R.18E 70,000 Irrigation Permit 12497 5/ 3/48 Tuolumne County Water South Fork of NEK SWK Sec. 9, T.4N, R.19E 17,200 Power Pending District No. 2 Stanislaus River Herring Creek SEK NWK SEK SWK SEK SWK Sec. 14, Sec. 24, Sec. 30, T.4N, R.18E T.3N, R.16E T.5N, R.19E 100 3.300 1,150 12498 5/ 3/48 Tuolumne County Water District No. 2 South Fork of Stanislaus River SEK SWK Sec. 24, T.3N, R.16E 4 Municipal Pending 12537 6 7 18 Calaveras County Water District Black Creek NEK NWK Sec. 1, T.1N, R.12E 5,000 Irrigation and do- mestic Pending 12550 6/16/48 Fly In Lodges, Incorporated Moran Creek SWK NWK Sec. 33, T.5N, R.15E 0.1 45 Recreation Permit 12614 7/23/48 Oakdale and South San Joaquin Irrigation Dis- tricts Middle Fork of Stanislaus River SWK NEK Sec. 14, T.4X, R.17E 550 100,000 Power Pending 12659 8/19/48 E. Alford Love Creek .. NEK NEK Sec. 4, T.4N, K.15E 24 Irrigation and stock- Permit watering 12739 10/ 8/48 Bov Scouts of America Unnamed spring . .. NEK SEK Sec. 20, T.4N, R.18E 7,200 Domestic and irriga- tion Permit 250 SAN JOAQUIN COUNTY INVESTIGATION TABLE 10— Continued APPLICATIONS TO APPROPRIATE WATER FROM STANISLAUS RIVER AND TRIBUTARIES, NOVEMBER 1, 1953 Diversion Applica- Date Source of Location of diversion point, referenced Storage, in tion number filed Name of applicant water supply to Mt. Diablo base and meridian in second- in gallons acre- feet Purpose Status feet per day 12860 12/16/48 Tuolumne County Water District No. 2 North Fork of Stanislaus River Middle Fork of Stanislaus River SEK NEK SEK NEK SEK NWK Sec. 4, T.6N, R.17E Sec. 4, T.6N, R.17E Sec. 23, T.6N, R.16E 600 47,000 32,000 Power Pending 12871 12/21/48 County of Tuolumne South Fork of Stanislaus River SWK SWK NEK SWK Sec. 15, T.4N, R.18E Sec. 14, T.4N, R.18E 1.0 3,300 Municipal Pending 12873 12/22/48 Oakdale and South San Joaquin Irrigation Dis- tricts Middle Fork of Stanislaus River NEK SEK Sec. 35, T.6N, R.18E 400 70,000 Power Permit 12910 1/25/49 Calaveras County Water District North Fork of Stanislaus River SEK NWM Sec. 23, T.6N, R.16E 400 Irrigation and do- mestic Pending 12911 1/25/49 Calaveras County Water District North Fork of Stanislaus River SEK NEK SEK NEK SWK NEK SEK NEK SEK NWK Sec. 4, T.6N, R.17E1 Sec. 23, T.6N, R.16EJ. Sec. 35, T.5N, R.15E) Sec. 4, T.6N, R.17E Sec. 23, T.6N. R.16E 400 47,000 31,500 Power Pending 12912 1/25/49 Calaveras County Water District North Fork of Stanislaus River Sec. 23, T.6N, R.17E 10 Municipal Pending 13011 3/31/49 County of Tuolumne Highland Creek SEK SWK Sec. 3, T.6N, R.18E 60,000 Power Pending 13012 3/31/49 County of Tuolumne .. South Fork of Stanislaus River SEK SWK Sec. 24, T.3N, R.16E 126,300 Irrigation Pending 13091 5/13/49 Calaveras County Water District Highland Creek SEK SWK Sec. 3, T.6N, R.18E 63,000 Irrigation, incidental domestic, and stockwatering Pending 13092 5/13/49 Calaveras County Water District Highland Creek. ... SEK SWK Sec. 3, T.6N, R.18E 63,000 Power Pending 13093 5/13/49 Calaveras County Water District Highland Creek.. .. SEK SWK Sec. 3, T.6N, R.18E 63,000 Municipal Pending 13211 7/ 7/49 Oakdale and South San Joaquin Irrigation Dis- tricts Oakdale and South San North Fork of Stanislaus River SWK SEK SWK SWK Sec. 20, T.7N, R.18E \ Sec. 3. T.6N, R.18E / 180 70,000 Irrigation Incomplete 13212 7/ 7/49 North Fork of SWK SEK Sec. 20, T.7N, R.18E 180 70,000 Power Incomplete Joaquin Irrigation Dis- Stanislaus River tricts 13245 7/21/49 County of Calaveras. North Fork of Stanislaus River Sec. 23, T.6N, R.16E ] Sec. 3, T.6N, R.17E / 50,000 Irrigation, incidental domestic, and stockwatering Incomplete 13246 7/21/49 County of Calaveras North Fork of Stanislaus River NEK SWK Sec. 14, T.6N, R.16E 400 300,000 Irrigation and inci- dental domestic Incomplete 13247 7/21/49 Countv of Calaveras North Fork of Stanislaus River NEK SWK Sec. 14, T.6N, R.16E 400 300,000 Municipal Incomplete 13248 7/21/49 County of Calaveras Highland Creek ... SEK SWK Sec. 3, T.6N, R.18E 100,000 Municipal Incomplete 13250 7/21/49 Countv of Calaveras North Fork of Stanislaus River NEK SWK Sec. 14, T.6N, R.16E 400 300,000 Power Incomplete 13251 7/21/49 Countv of Calaveras. Black Creek SEK NEK Sec. 26, T.2N, R.12E 5,000 Irrigation and inci- dental domestic Incomplete 13252 7/21/49 Countv of Calaveras Highland Creek.. ._ SEK SWK Sec. 3, T.6N, R.18E 100,000 Irrigation, incidental domestic, and stockwatering Incomplete 13253 7/21/49 County of Calaveras. . Highland Creek SEK SWK Sec. 3, T.6N, R.18E 100,000 Power Incomplete 13309 8/22/49 Oakdale and South San Joaquin Irrigation Dis- tricts Middle Fork of Stanislaus River NEK SEK Sec. 35, T.6N, R.18E 200 Power Permit 13310 8/22/49 Oakdale and South San Joaquin Irrigation Dis- tricts Stanislaus River.. . . Lot 5 Sec. 1, T.1S, R.12E 1,500 80,000 Power Permit 13353 9/14/49 Lewis and Mary Sherman . . Unnamed stream SEK NWK Sec. 23, T.7N, R.17E 0.0063 2.0 Domestic, irrigation, and recreational Permit 13517 12/27/49 Boy Scouts of America .. Unnamed creek NEK NWK Sec. 7, T.4N, R.15E 35 Recreational Permit 13833 7/ 5/50 United States — Stanislaus National Forest Unnamed stream NEK SWK Sec. 22, T.6N, R.19E 0.01 Domestic Permit 14180 3/ 7/51 Calaveras County Water District Mill Creek SEK SEK Sec. 18, T.4N, R.15E 0.067 Domestic Permit 14275 4/30/51 F.D.Addis Mill Creek SWK SEK Sec. 18, T.4N, R.15E 0.40 Domestic, irrigation, and recreational Permit 14320 5/23/51 Tuolumne County Water District South Fork of Stanislaus River SWK NWK Sec. 22, T.4N, R.18E 25,000 Irrigation and do- mestic Pending 14373 6/28/51 Tuolumne County Water District No. 2 Middle Fork of Stanislaus River NEK SEK NEK SWK NEK SEK Sec. 35, T.6N, R.18E Sec. 2, T.5N, R.20E Sec. 35, T.6N, R.18E 600 20,000 70,000 Power Incomplete 14374 6/28/51 Oakdale and South San Joaquin Irrigation Dis- tricts Middle Fork of Stanislaus River NEK SWK Sec. 2, T.5N, R.20E 20,000 Irrigation Incomplete 14375 6/28/51 Oakdale and South San Joaquin Irrigation Dis- tricts Middle Fork of Stanislaus River NEK SWK Sec. 2, T.5N, R.20E 20,000 Power Incomplete APPENDIX G 251 TABLE 10— Continued APPLICATIONS TO APPROPRIATE WATER FROM STANISLAUS RIVER AND TRIBUTARIES, NOVEMBER 1, 1953 Applica- Date filed Name of applicant Source of water supply Location of diversion point, referenced to Mt. Diablo base and meridian Diversion Storage, in acre-feet Purpose tion number in second- feet in gallons per day Status 14382 14570 14858 14859 14883 14898 14976 15208 15583 7/ 5/51 11/13/51 6/16/52 6/16/52 6/30/52 11/ 9/52 8/18/52 2/24/53 10/23/53 County of San Joaquin. .. Fly In Lodges, Incorporated State of California, Depart- ment of Finance State of California, Depart- ment of Finance United States — Stanislaus National Forest K. E. Beard Company Lloyd Burgess Darbv . Harry L.Bali E. H. Wilson Stanislaus River, . .. Moran Creek Stanislaus River Stanislaus River Lower Highland Lake Five Mile Creek Unnamed spring 2 unnamed mining tunnels Unnamed gulch SEKSWi^ Sec. 11, T.1N, R.13E SEJ4 NEK Sec. 32, T.5N, R.15E SEJ4 SEK Sec. 10, T.1N, R.13E SWA SEJi Sec. 10. T.1N, R.13E NW^SEK Sec. 32, T.8N, R.20E NEK NWK Sec. 1, T.2N, R.15E NWK SEK Sec. 24, T.4N, R.14E SWKNWK Sec. 25, T.3N, R.13E \ NW^SWK Sec. 25, T.3N, R.13E / SE^SEK Sec. 32, T.3N, R.13E 0.15 8,800 8,800 0.02 0.08 0.5 3,000 400.000 55 980,000 980,000 140 25 Domestic and irriga- tion Recreational Irrigation, domestic, and flood control Power Recreational Recreational Domestic and irriga- tion Domestic and stock- watering Irrigation Permit Permit Incomplete Incomplete Permit Permit Permit Pending Pending APPENDIX H DAMS UNDER STATE SUPERVISION IN AND ADJACENT TO SAN JOAQUIN AREA, 1952 ( 253 I 254 SAN JOAQUIN COUNTY INVESTIGATION DAMS UNDER STATE SUPERVISION IN AND ADJACENT TO SAN JOAQUIN AREA, 1952 Name Owner County Str Location M. D. B. & M. Sec- tion Town ship Range 10E. 10E. 9E. HE. 10E. 12E. 13E. 13E. 6E. 13E. 10E. HE. 16E. 19E. 18E. 16E. 12E. 18E. 19E. 14E. 13E. 13E. 18E. 15E. 13E. 18E. 18E. 18E. 10E 13E 10E. 10E. 12E. 9E 12E 12E 12E. 12E. 9E. 9E. STATE OF CALIFORNIA Henderson Henderson Forebay Preston MUNICIPAL AND DISTRICT Hogan Pardee Goodwin Melones Bingham Woodbridge Diversion Middle Fork Woodward Salt Springs Valley. POWER COMPANY Bear River Lower Blue Lake Meadow Lake Salt Springs Lake Tabeaud Twin Lakes Upper Blue Lake Tiger Creek Regulator Tiger Creek Afterbay Electra Diversion Silver Valley _ Hunters Ross Union Spicers Meadow Utica PRIVATE Penn Mining Co Emery Bevanda Maskus Copperopolis Wallace McCarty Mountain King Calaveras Cement Co Christensen No. 1 Gilmore Davis Preston School of Industry Preston School of Industry Youth Authority City of Stockton East Bay Municipal Utility District Oakdale & South San Joaquin Irrigation Districts Oakdale & South San Joaquin Irrigation Districts Calaveras Public Utility District Woodbridge Irrigation District Calaveras Public Utility District South San Joaquin Irrigation District Rock Creek Water District Pacific Gas & Electric Co Pacific Gas & Electric Co Pacific Gas & Electric Co Pacific Gas & Electric Co Pacific Gas & Electric Co Pacific Gas & Electric Co Pacific Gas & Electric Co Pacific Gas & Electric Co Pacific Gas & Electric Co.. Pacific Gas & Electric Co Pacific Gas & Electric Co Pacific Gas & Electric Co Pacific Gas & Electric Co Pacific Gas & Electric Co Pacific Gas & Electric Co Pacific Gas 69 SEASONAL SUMMARY OF MONTHLY YIELD STUDY, MEHRTEN RESERVOIR ON MOKELUMNE RIVER (In acre-feet) Storage capacity : 50,000 acre-feet New irrigation yield: 13.70(1 acre-feet Water supply Distribution of water supply Seasonal irrigation Season Storage, October 1 Storable inflow to reservoir Evaporation Irrigation release Spill Storage, September 30 deficiency, in per cent of irrigation demand 1927-28 28-29 29-30 30-31 31-32 1932-33 33-34 34-35 33,700 19,300 11,200 1,000 37,700 35,800 38,900 297,300 4,600 9,800 2,900 127,500 32,700 63,800 154,800 7,000 5,300 4,200 3,300 5,600 7.000 7.000 6,900 13,700 13,700 13,700 9,800 12,700 13,700 13,700 13,700 243,900 72,500 13,900 48,600 128,100 33,700 19.300 11,200 1,000 37,700 35,800 38,900 36,400 28 7 YEARLY SUMMARY OF MONTHLY YIELD STUDY, CLEMENTS AND LOCKEFORD DIVERSIONS (In acre-feet) Total diversion capacity : 25(1 second-feet Average new yield : 31.000 acre-feet Year 1924 1925 26 27 28 29 1930 31 32 33 34 1935 36 37 38 39 940 41 42 43 44. 945 46. 47 48. 49. 950 51. Releases from Pardee Reservoir 88,100 465,900 175,000 572,000 393,900 91,100 189,400 68,900 373,900 175,200 127,000 372,200 669,500 501,100 1,014,600 108,400 640,900 583,400 754,600 775,800 215,400 548,700 480,400 156,900 336,800 299,100 897,200 618,000 Present users below Pardee Reservoir 74,000 130,600 106,500 143,600 116,900 77,200 122,700 68,900 142,600 125,100 79,200 130,700 140,300 135,900 160,800 84,300 136,100 145,800 158.900 148,300 124,700 138,000 138,700 101,100 133,600 132,400 93,600 141,100 Surplus flow in Mokelumne River 14,100 335,300 68,500 428,400 277,000 13,900 66,700 231,300 50,100 47,800 241,500 529,200 365,200 853.800 24,100 504,800 437,600 595,700 627,500 90,700 410,700 341,700 55,800 203,200 166.700 803,600 476,900 Surplus flows in Mokelumne River, April through October 303,400 277,200 167,800 22,500 207,600 12,200 216,500 273,700 192,600 576,100 265,300 241,600 366,600 321,600 4,300 199,400 189,000 11.200 162,000 116,000 257,300 187,200 Number of months surplus flow available, April through October Yield from project, April through October 45,000 45,000 30,000 15,000 45,000 12,200 45,000 45,000 45,000 54,000 45,000 45,000 51,200 45,000 4,300 45,000 45,000 11.200 45,000 45,000 60,000 35,300 Waste to Delta, April through October 258,400 232,200 137,800 7,500 162,600 171,500 228,700 147,600 522,100 220,300 196,600 315,400 276,600 154,400 144.000 117.000 71,000 197,300 151,900 Total waste to Delta 14,100 290,300 68,500 383,400 247,000 13,900 51,700 186,300 37,900 47.800 196,500 484,200 320,200 799,800 24,100 459.800 392,600 544.500 582,500 86,400 365.700 296.700 44.600 158,200 121,700 743,600 441,600 270 SAN JOAQUIN COUNTY INVESTIGATION SEASONAL SUMMARY OF MONTHLY YIELD STUDY, NEW HOGAN RESERVOIR ON CALAVERAS RIVER Storage capacity: 315,000 acre-feet (In acre-feet) New irrigation yield: 48,000 acre-feet Water supply Distribution of water supply Seasonal irrigation Season Storage, October 1 Inflow to reservoir Evapor- ation New irrigation release Release for historic retention Total release Spill Storage, September 30 deficiency, in per cent of new irrigation demand 1920-21 21-22 22-23 23-24 24-25 1925-26 26-27 27-28 28-29 29-30 1930-31 31-32 32-33 33-34 34-35 108,700 177,200 198,200 138,500 164,900 124,500 170,600 156,400 103.800 75,600 24,200 57,500 12,900 200 209,600 208,300 171,300 22,700 150,700 62,100 171,300 123,600 39,100 62,900 13,100 129.800 31,300 52,300 143,700 7,400 11.500 11,600 9,900 10,900 9,900 10,700 10,700 9,000 8,200 4,900 7,400 4,900 3,300 6,000 45,100 48.000 48,000 48,000 48,000 48,000 48,000 48,000 48,000 48,000 48,000 48.000 48,000 34.600 45,100 48.400 45,000 48,100 24,500 47,600 44.600 47,900 48,200 34,700 34,900 11,600 41.100 23,000 27,100 46,100 93,500 93,000 96,100 72,500 95,600 92,600 95,900 96,200 82,700 82,900 59,600 89,100 71,000 61,700 91,200 35,300 42,600 17,800 18,600 30,900 108,700 177,200 198,200 138,500 164,900 124,500 170,600 156,400 103,800 75,600 24,200 57,500 12,900 200 46,700 6.0 27.9 6.0 SEASONAL SUMMARY OF MONTHLY YIELD STUDY, COMBINED OPERATION OF MELONES, TULLOCH, AND WOODWARD RESERVOIRS (In acre-feet) Storage capo city: 216,900 acre-feet Irrigation yield: 400,000 acre-feet Water supply Distribution of water supply Seasonal irrigation Season Storable inflow deficiency, in per cent Storage, October 1 to reservoir (combined) Evaporation Fisli release Irrigation release Spill Storage, September 30 of irrigation demand 1920-21 1,122,400 16,100 30,900 375,500 590,600 84,800 21-22 84,800 1,352,400 18,200 30,900 400,000 865,900 122,200 22-23 122,200 1,026.400 17,500 30,900 400,000 598,900 101,300 23-24 101,300 299,800 16,800 30,900 337,900 15,500 15.5 24-25 15,500 1,028,900 16,800 30,900 394,000 519,800 82,900 1.5 1925-26 82,900 567,300 14,000 30,900 400,000 165,300 40,000 26-27 40.000 1,227,400 16,800 30,900 400,000 718,200 101,500 27-28 101,500 879,100 14,700 30,900 400,000 490,600 44,400 28-29 44,400 474,200 14,000 30,900 400,000 8,100 65,600 29-30 65,600 616,200 14,000 30,900 400,000 169,600 67,300 1930-31 67,300 314,900 9,100 30,900 326,700 15,500 18.4 31-32 15,500 1,248,200 18,200 30,900 394,800 701,700 118,100 1.3 32-33 118,100 546,300 15,400 30,900 400,000 156.500 61,600 33-34 61,600 420,200 14,000 30,900 382,400 39,000 15,500 4.4 34-35 15,500 1,106,800 16,800 30,900 400,000 585,600 89,000 APPENDIX K 271 SEASONAL SUMMARY OF MONTHLY YIELD STUDY, NEW MELONES RESERVOIR ON STANISLAUS RIVER * Storage capacity: 1,100,000 acre-feet (In acre-feet) New irrigation yield: 300,000 acre-feet Water supply Distribution of water supply Seasonal Season Storage. October 1 Storable inflow Evaporation New water irrigation release Spill Storage, September 30 deficiency, in per cent of irrigation demand 1920-21 21-22 22-23 23-24 24-25 1925-26 26-27 27-28 28-29 29-30 1930-31 31-32.. 32-33 33-34 34-35 323,000 874,900 932,600 617,600 822,400 672,700 934,000 798,700 492,800 348,700 110.000 517,700 364.800 1 10,000 615,100 865,900 598,900 519,800 165,300 718,200 490,600 8,100 169,600 701,700 156,500 39,000 585,600 8,100 14,100 18,000 15,000 15,000 15,000 16,600 15,000 14,000 13,700 8,000 10,000 9,400 8,000 8,000 300,000 300,000 300,000 300,000 300,000 300,000 300,000 300,000 300,000 300,000 230,700 284,000 300,000 285,800 284,000 223,300 140,300 310,900 323,000 874,800 932,600 617,600 822,400 672,700 934,000 798,700 492,800 348,700 110,000 517,700 364,800 110,000 403,600 23.1 5.3 4.7 5.3 * Storable inflow to New Melones consists of spill from the combined operation of Melones, Tullocli, and Woodward Reservoirs. SEASONAL SUMMARY OF MONTHLY YIELD STUDY, MELONES RESERVOIR ON STANISLAUS RIVER COMBINED WITH WOODWARD RESERVOIR ON SIMMONS CREEK Combined gross storage capacity: 147,500 acre-feet (In acre-feet) Irrigation yield: 270,000 acre-feet Water supply Distribution of water supply Seasonal irrigation Season Storage, October 1 Storable inflow to reservoir (combined) Evaporation Fish release Irrigation release Spill Storage, September 30 deficiency, in per cent of irrigation demand 1920-21 21-22 22-23 23-24 24-25 1925-26 26-27 27-28 28-29 29-30 1930-31 31-32 32-33 33-34 34-35 81.400 97,000 96,000 9,500 80,400 20,300 96,000 46.900 50,300 59,600 9.500 93,200 56.800 21,300 1,151,900 1,350,700 1,034,800 202,700 1,115,300 527,500 1,264,700 866,800 452,300 645,600 252,300 1,306,800 549,100 367,500 1,159,800 7,300 8,100 8,200 6,400 7,300 7,100 7,500 7,400 7,000 7,200 6,600 7,500 7,600 6,900 7,500 30,900 30,900 30.900 30,900 30,900 30,900 30,900 30,900 30,900 30,900 30,900 30,900 30,900 30,900 30,900 252,800 270,000 270,000 245,800 258,600 270,000 270,000 270,000 270,000 270,000 260,400 256,700 270,000 270,000 270,000 779,500 1,026.100 726,700 6,100 747,600 279,600 880,600 607,600 141,000 328,200 4,500 928,000 277,000 95,200 785,900 81,400 97,000 96,000 9,500 80,400 20,300 96,000 46,900 50,300 59,600 9,500 93,200 56,800 21.300 86,800 6 9 4 4 5 272 SAN JOAQUIN COUNTY INVESTIGATION SEASONAL SUMMARY OF MONTHLY YIELD STUDY, NEW MELONES RESERVOIR ON STANISLAUS RIVER COMBINED WITH WOODWARD RESERVOIR ON SIMMONS CREEK (In acre-feet) Combined gross storage capac ty: 1,135,500 acre-feet Irrigation yield: 710,000 acre-feet Water supply Distribution of water supply Seasonal irrigation Season deficiency, in per cent Storage, October 1 to reservoir (combined) Evaporation Fish release Irrigation release Spill Storage, September 30 of irrigation demand 1920-21 1,151,900 16,500 30,900 671,400 433,100 5.4 21-22 433,100 1,350,700 26,100 30,900 710,000 122,800 894,000 22-23 894,000 1,034,800 29,800 30,900 710,000 278,300 879,800 23-24 879,800 202,700 22.900 30,900 710,000 318,700 24-25 318,700 1,115,300 23,600 30,900 710,000 669,500 1925-26 669,500 527,500 24,300 30,900 710,000 431,800 26-27 431,800 1,264,700 26,800 30,900 710,000 60,000 868,800 27-28 868,800 866,800 26,500 30,900 710,000 231,900 736,300 28-29 736,300 452,300 23,700 30,900 710,000 424,000 29-30 424,000 645,600 22,200 30,900 710,000 306,500 1930-31 306,500 252,300 9,100 30,900 498,800 20,000 29.7 31-32 20,000 1,306,800 17,700 30,900 675,500 602,700 4.9 32-33 602,700 549,100 21,400 30,900 710,000 389,500 33-34 389,500 367,500 13,800 30,900 692,300 20,000 2.5 34-35 20,000 1,159,800 16,400 30,900 678,900 453,600 4.4 1935-36 453,600 1,317,700 27,200 30,900 710,000 145,300 857,900 APPENDIX L ESTIMATES OF COST (273) TABLE OF CONTENTS Page Estimated Cost of Delta-Mokelumne River Diversion Project Delta Diversion 275 Clements Diversion With 125 Second-foot Capacity 276 Lockeford Diversion With 125 Second-foot Capacity 277 Estimated Cost of Mehrten Project Mehrten Dam and Reservoir 278 Clements Diversion With 25 Second-foot Capacity 279 Lockeford Diversion With 25 Second-foot Capacity 280 Estimated Cost of Camanche Project Camanche Dam and Reservoir 281 Camanche Power Plant 281 Estimated Cost of Middle Bar Project Middle Bar Dam and Reservoir 282 Middle Bar Power Plant 282 Estimated Cost of Railroad Plat Project Railroad Flat Dam and Reservoir 283 Middle Fork Diversion 283 Estimated Cost of lone Project lone Dam and Reservoir 284 Dry Creek-Clements Conduit 284 Estimated Cost of Irish Hill Project Irish Hill Dam and Reservoir 285 Sutter Creek Diversion 285 Dry Creek-Clements Diversion 286 Estimated Cost of Delta-Stockton Diversion Project 287 Estimated Cost of New Hog-an Project New Hogan Dam and Reservoir 288 Bellota-Linden Diversion 288 Bellota-Farming-ton Diversion 289 Estimated Cost of Delta-Littlejohns Diversion Project 289 Estimated Cost of New Melones Project New Melones Dam and Reservoir 290 New Melones Power Plant 290 Stanislaus-San Joaquin Diversion Stanislaus River to Littlejohns Creek 291 Littlejohns Creek to Milton 291 Milton to Calaveras River 292 Calaveras River to Bear Creek 292 Bear Creek to Mokelumne River 293 Flood Road-Stockton Diversion 294 (274 ) APPENDIX L 275 ESTIMATED COST OF DELTA-MOKELUMNE RIVER DIVERSION PROJECT Delta Diversion (Based on prices prevailing in April, 1953) Pumping plant capacity : 250 second-feet Gross seasonal diversion : (ill, (MM) acre-feet Maximum monthly demand: 13,200 acre-feel Acreage served : 17.H00 acres Item Capital Costs Pumping Plant Pumps, motors, controls Structural concrete Reinforcing steel Welded steel pipe Pipe (specials) Flap valves 30" diameter 24 ' ' diameter Trash rack steel Treated wood piling Subtotal Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction, none Total, pumping plant Conveyance System Excavation and haul Compacted fill__ Trimming Concrete canal lining Dredging existing slough Highway, railroad, and canal crossings Rights of way Subtotal __ Quantity 354 cu.yd. 46,000 lbs. 26,210 lbs. 1,160 lb. 5 1 1,800 lb. 3,700 lin.ft. 500,000 cu.yd. 430,000 cu.yd. 50,700 sq.yd. 50,700 sq.yd. 12,600 cu.yd. Unit price lump sum $100.00 0.15 0.30 0.50 120.00 80.00 0.25 4.50 $0.40 0.50 0.50 3.50 0.50 lump sum lump sum Cost $111,300 35,400 6,900 7.900 600 600 100 500 15,200 $178,500 $178,500 $17,900 26,800 $223,200 $200,000 215,000 25,400 177,400 6,300 57,900 46,000 $728,000 $728,000 Item Capital Costs —Continued Conveyance System — Continued Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction, none Total conveyance system TOTAL Annual Costs Pumping Plant Interest, 3% Repayment, 0.887%-- Replacement, 1.20%- Operation and main- tenance Electric energy Total, pumping plant Conveyance System Interest, 3% Repayment, 0.887% - . . Replacement, 0.02% - . . Operation and main- tenance, 0.5% Total, conveyance system TOTAL Quantity Unit price Cost $72,800 109.200 $910,000 $1,133,200 $6,700 2.000 2,700 9,000 41,600 $62,000 $27,800 8,100 200 4,500 $40,100 $102,100 276 SAN JOAQUIN COUNTY INVESTIGATION ESTIMATED COST OF DELTA-MOKELUMNE RIVER DIVERSION PROJECT-Continued Clements Diversion With 125 Second-foot Capacity (Based on prices prevailing in April, 1953) Pumping plant capacity : 125 second-feet Gross seasonal diversion : 30,000 acre-feet Maximum monthly demand : 0,000 acre-feet Acreage served : 7,500 acres Item Capital Costs Pumping Plant Pumps, motor, and electrical equipment Sump and trashraek Protective housing, foundation, and pump supports Discharge structure and sand trap Structural excavation _ Backfill Riprap Subtotal Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction, none Total, pumping plant Conveyance System Excavation Compacted fill Trimming Concrete lining Crossing State Highway 12_. Railroad Outlet structure Rights of way Subtotal Quantity 1,090 cu.yd. 80 cu.yd. 220 cu.yd. 18,000 cu.yd. 4,300 cu.yd. 3,900 sq.yd. 3,900 sq.yd. Unit price $30,500 lump sum lump sum lump sum 3.00 1.50 8.00 SO. 30 0.50 0.75 3.50 lump sum lump sum lump sum lump sum Cost $91,500 5,100 6,000 7,400 3,300 100 1,800 $115,200 $115,200 $11,500 17,300 $144,000 $5,400 2.200 2,900 13,600 13.000 6.000 3,200 3,200 $49,500 $49,500 Item Capital Costs— Continued Conveyance System — Continued Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction, none Total, conveyance system TOTAL Annual Costs Pumping Plant Interest, 3% Repayment, 0.887% _ _ . Replacement, 1.2% Operation and main- tenance Electric energy Insurance, 0.12% Total, pumping plant Conveyance System Interest, 3% Repayment, 0.887% . _ Replacement, 0.07% ._ Operation and main- tenance, 0.5% Total, conveyance system TOTAL Quantity Unit price Cost s.-,, 0(111 7,400 $61,900 $205,900 $4,300 1,300 1,700 2,500 33,100 200 $43,100 $1,900 600 100 300 $2,900 $46,000 APPENDIX 1, 277 ESTIMATED COST OF DELTA-MOKELUMNE RIVER DIVERSION PROJECT-Continued Lockeford Diversion With 125 Second-foot Capacity (Based on prices prevailing in April, 1953) Pumping plant capacity : 12."> second-feet Gross seasonal diversion : 30,000 acre-feet Maximum monthly demand : 6,000 acre-feet Acreage served : 10,000 acres Item Capital Costs Pumping Plant Pumps, motors, and electrical equipment Sump and trash rack Protective housing, foundation, and pump supports Discharge structure and sand trap . - Structural excavation . Backfill Riprap Subtotal Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction, none Total, pumping plant Conveyance System Excavation Compacted fill Trimming Concrete lining Timber bridges Headgate structure Rights of way Subtotal Quantity 1,090 cu.yd. 80 cu.yd. 120 cu.yd. 33,500 cu.yd. 15,500 cu.yd. 47,800 sq.yd. 47,800 sq.yd. 5 ea. Unit price SI 8, 800 lump sum lump sum lump sum 3.00 1.50 8.00 $0.30 0.50 0.75 3.50 6,500 lump sum lump sum Cost $56,400 5,100 6,000 7,400 3,300 100 1,000 $79,300 $79,300 $7,900 1 1 ,900 $99,100 $10,100 7,700 35.900 1(57,300 32,500 3,200 19,900 $276,600 $276,600 Item Capital Costs — Continued Conveyance System — Continued Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction, none Total, conveyance system TOTAL Annual Costs Pumping Plant Interest, 3% Repayment, 0.887% __ Replacement, 1.2% Insurance, 0.12% Operation and main- tenance Electric energy . Total, pumping plant Conveyance System Interest, 3% Repayment, 0.887% . . Replacement, 0.02% . . . Operation and main- tenance, 0.5% Total, conveyance system TOTAL Quantity Unit price Cost $27,700 41,500 $345,800 $444,900 $3,000 900 1,200 100 3,500 19,000 $27,700 $10,400 3,100 200 1,700 $15,400 $43,100 278 SAN JOAQUIN COUNTY INVESTIGATION ESTIMATED COST OF MEHRTEN PROJECT Mehrten Dam and Reservoir (Based on prices prevailing in April, 1953) Elevation of crest of dam : 170 feet, I". S. (J. S. datum Elevation of crest of spillway : 152 feet Height of dam to spillway erest, above stream bed: 67 feet Capacity of reservoir to crest of spillway : 50,000 acre-1'eet Capacity of spillway with 5-foot freeboard: 100.0(10 second-feet Item Capital Costs Dam Diversion and care of stream Exploration of dam site. Stripping and prepara- tion of foundation Embankment Impervious (salvage). Random (salvage) Pervious Riprap Relief wells Auxiliary Dams Stripping and prepara- tion of foundation _ _ Embankment Impervious Pervious Riprap Spillway Excavation Concrete Reinforcing steel . Outlet Works Excavation Concrete Pipe encasement Structural Steel pipe 8' diameter. Quantity 103,500 on. yd. 230,100 cu.yd. 188,100 cu.yd. 115,000 cu.yd. 36,500 cu.yd. 16 ea. 19,950 cu.yd. 18,400 cu.yd. 28.100 cu.yd. 8,000 cu.yd. 490.100 cu.yd. 10,220 cu.yd. 760,000 lb. 12,400 cu.yd. 825 cu.yd. 205 cu.yd. 108,000 lb. Unit price lump sum lump sum $0.85 0.35 0.35 0.45 1.50 1,300 1.00 0.70 0.65 1.50 1.00 35.00 0.15 2.00 30.00 100.00 0.25 Cost $100,000 100,000 88,000 80,500 65,800 51,800 54,800 20.800 20,000 12,900 18,300 12,000 490.100 357,700 114,000 24,800 24,800 20,500 27,000 Item $561,700 63,200 961,800 Capital Costs — Continued Outlet Works — Continued Trash rack steel Piling High-pressure slide gates, 5' x 5' Valves housing access _ _ Reservoir Land and improvements Public utilities Clearing Subtotal- Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction, none TOTAL Annual Costs Interest, 3% Repayment, 0.887% Replacement, 0.07% Operation and mainte- nance TOTAL_ Quantity 37.700 lb. 1.410 lin. ft, 1.000 ac. Unit price $0.25 4.50 24,000 lump sum lump sum lump sum 50.00 Cost $9,400 6,300 96.000 2,000 $210,800 864,800 246,000 50,000 1,160,800 $2,958,300 $295,800 443,700 $3,697,800 $110,900 32,800 2,600 APPENDIX L 279 ESTIMATED COST OF MEHRTEN PROJECT-Continued Clements Diversion With 25 Second-foot Capacity (Based on prices prevailing in April, 1953) Pumping plant capacity : 25 second-feet Gross seasonal diversion : 6,850 acre-feet Maximum monthly demand : 1,500 acre-feet Acreage served : 1,700 acres Item Capital Costs Pumping Plant Pumps, motor, and electrical equipment. Sump and trash rack. . Protective housing, foundation and pump supports Discharge structure and sand trap Structural excavation. Backfill Riprap Subtotal Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction, none Total, pumping plant Conveyance system Excavation Compacting fill.. Trimming Shotcrete lining Crossings State Highway 12. . Railroad Outlet structure Rights of way Subtotal Quantity 2 ea. 485 cu.yd. 30 cu.yd. 200 cu.yd. 18,400 cu.yd. 2,400 cu.yd. 1,970 sq.yd. 1,970 sq.yd. Unit price $8,300 lump sum lump sum lump sum 3.00 1.50 8.00 0.30 0.50 0.75 3.50 lump sum lump sum lump sum lump sum ( 'i.,st lfi.600 3.100 4,100 1,800 1,500 100 1,600 $28,800 $28,800 $2,900 4,300 $36,000 5,500 1,200 1,500 6,900 12,000 6,000 1,400 3,200 $37,700 $37,700 Item Capital Costs — Continued Conveyance System — Continued Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction, none Total, conveyance system TOTAL Annual Costs Pumping Plant Interest, 3% Repayment, 0.887% ... Replacement. 1.2% Operation and mainte- nance Electric energy Insurance. 0.12% Total, pumping plant Conveyance System Interest, 3% Repayment, 0.887% ... Replacement, 0.02% (negligible) Operation and mainte- nance, 1.0% Total, conveyance system TOTAL Quantity Unit price Cost $3,800 5,700 $47,200 $83,200 $1,100 300 500 1,500 6,400 100 $9,900 $1,400 400 500 $2,300 $12,200 280 SAN JOAQUIN COUNTY INVESTIGATION ESTIMATED COST OF MEHRTEN PROJECT-Continud Lockeford Diversion With 25 Second-foot Capacity (Based on prices prevailing in April, 1953) Pumping plant capacity : 2.~> second-feet Gross seasonal diversion: G,850 acre-feet Maximum monthly demand : 1,500 acre-feet Acreage served : 2,300 acres Item Capital Costs Pumping Plant Pumps, motors, and electrical equipment- Sump and trash rack Protective housing, foundation, and pump supports Discharge structure and sand trap Structural excavation _ Backfill Riprap Subtotal Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction, none Total, pumping plant Conveyance System Excavation Compacted fill Trimming Shotcrete lining Timber bridges Headgate structure Rights of way Subtotal Quantity 2 ea. 485 cu.yd. 30 cu.yd. 100 cu.yd. 13,400 cu.yd. 13,400 cu.yd. 26,600 sq.yd. 26,600 sq.yd. 5 ea. Unit price $7,250 lump sum lump sum lump sum 3.00 1.50 8.00 0.30 0.50 0.75 3.50 3,540 lump sum lump sum Cost 814,500 3,100 4,100 1,800 1,500 100 800 825,900 4,000 6,700 20,000 93,200 17,700 1,400 12,400 825,900 $2,600 3.900 832,400 8155,400 $155,400 Item Capital Costs — Continued Conveyance System — Continued Administration and engi- neering, 10% Contingencies, 15% Interest during construc- tion, none Total, conveyance system TOTAL- __ Annual Costs Pumping Plant Interest, 3% Repayment, 0.887% __ Replacement, 1.2% Insurance, 0.12% Operation and mainte- nance Electric energy Total, pumping plant Conveyance System Interest, 3% Repayment, 0.887% _. Replacement, 0.07% __ Operation and mainte- nance, 0.5% Total, conveyance system TOTAL Quantity Unit price ( '„** $15,500 23,300 8194,200 $226,600 $1,000 300 400 100 1,600 4.700 $8,100 $5,800 1,700 100 1.000 $8,600 $16,700 APPENDIX L •J si ESTIMATED COST OF CAMANCHE PROJECT Camanche Dam and Reservoir (Based on prices prevailing in April, 1953) Elevation of crest of dam: 220 feet, U. S. G. S. datum Elevation of crest of spillway : 202 feet Height of dam to spillway crest, above stream bed : 112 feet Capacity of reservoir to crest of spillway : 212,000 acre-feet Capacity of spillway with 5-foot freeboard : 77,000 second-feet Item Capital Costs Dam Diversion and care of stream Exploration of dam site. Stripping and prepara- tion of foundation Embankment Impervious Pervious (tailings) Random (salvage) Riprap . _ Relief wells ._ Auxiliary Dams Stripping and prepara- tion of foundation Embankment Riprap Spillway Excavation Concrete Reinforcing steel. Tainter gate and hoist _ Outlet Works Excavation Concrete Reinforcing steel Steel pipe Quantity 649,000 cu.yd. 1,472,000 cu.yd. 580,000 cu.yd. 1,028,000 cu.yd. 172,000 cu.yd. 22 ea. 364.000 cu.yd. 1.260,000 cu.yd. 210,000 cu.yd. 1,319,000 cu.yd. 15,150 cu.yd. 1,135,000 lb. 9,400 cu.yd. 5,500 cu.yd. 180,000 lb. 62,800 lb. Unit price lump sum lump sum $0.85 0.70 0.45 0.35 1.50 1.300 1.00 0.70 1.50 0.75 35.00 0.15 lump sum 2.00 40.00 0.15 0.20 Cost $100,000 100,000 589,900 1,030,400 261,000 351,800 258.000 28,600 $2,719,700 364,000 882.000 315,000 1,561.000 989,300 530,300 170,300 68,000 1,757,900 18,800 220,000 27.000 12,600 Item Capital Costs — Continued Outlet Works — Continued High-pressure slide gates, 6' x 6' Howell-Bunger valve, 78" diameter Trash rack steel Reservoir Land and improvements Public utilities Clearing Subtotal Engineering and adminis- tration, 10%. _. Contingencies, 15% Interest during construc- tion TOTAL.. Annual Costs Interest, 3%__ Repayment, 0.887%.. Replacement, 0.07% Operation and mainte- nance TOTAL Quantity 9,400 lb. 8,000 ac. Unit price lump sum lump sum $0.25 lump sum lump sum 50.00 Cost $124,800 36,000 2.400 $441,600 1,403,000 521,000 400,000 2,324,000 $8,804,200 $880,400 1,326,600 165,200 $11,176,400 $335,300 99,100 7.800 19,200 $461,400 ESTIMATED COST OF CAMANCHE PROJECT-Continued Camanche Power Plant (Based on prices prevailing in April, 1953) Capacity of power plant : 4.000 kilowatts Location : 100 feet downstream from dam Maximum head : 100 feet Length of penstock : .380 feet Diameter of penstock : 7 feet Capacity of penstock : 000 second-feet Item Capital Costs Power plant . Penstock Subtotal- Administration and engi- neering, 10% Contingencies, 15% Interest during construc- tion TOTAL . Quantity 380 lin.ft. LJnit price lump sum $80.00 Cost $660,000 30,400 $690,400 $690,400 $06,000 103.600 12,400 SS72.100 Item Annual Costs Interest, 3% Repayment, 0.887%.. Replacement, 1.20%.. Insurance, 0.12% Operation and mainte nance TOTAL Quantity Unit price Cost $26,200 7,700 10.500 1,100 35,000 $80,500 2S'J SAN JOAQUIN COUNTY INVESTIGATION ESTIMATED COST OF MIDDLE BAR PROJECT Middle Bar Dam and Reservoir (Based on prices prevailing in April, 1953) Elevation of crest of dam : 005 feet, U. S. G. S. datum Elevation of crest of sates: 690 feet Height of dam to spillway crest above stream bed : 155 feet Capacity of reservoir to crest of sates : 40,500 acre-feet Capacity of spillway with 5-foot freeboard : 87,000 second-feet Item Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs Dam Diversion and care of stream.- ._ 46,100 cu.yd. 127,950 cu.yd. 442 cu.yd. 325 cu.yd. 23,500 lb. 4 ea. 82,400 lb. 146,300 lb. 96,700 lb. 3,600 lin.ft. 2,700 cu.ft. 1 ea. 3 ea. lump sum $5.00 14.00 40.00 100.00 0.25 23,400 0.15 0.25 0.25 4.00 4.00 85,000 34,700 $300,000 230,500 1,791,300 17.700 32,500 $2,372,000 5,900 93.600 12.400 36,600 24,200 14,400 10,800 85,000 104,100 387.000 Capital Costs -Continued Reservoir Land and improvements Public utilities 800 ac. lump sum lump sum $200.00 $200,000 668 000 Stripping and prepara- 160,000 $1,028,000 Conerete $3,787,000 Mass . Administration and engi- neering, 10% _ Contingencies, 15% Interest during construc- tion . _ TOTAL Reinforced Parapet and train- ing walls Trash rack and bridge . $378,700 568,100 142.000 Outlet Works $4,875,800 Steel pipe, 5' diameter Slide gates, 4J^' x 4}4'- Reinforcing steel Trash rack steel Miscellaneous metal Drilling grout holes Pressure grouting Broome gate, 18' x 18', Annual Costs Interest, 3% Repayment, 0.887% Replacement. 0.07% Operation and mainte- nance TOTAL. _ . $146,300 43.200 3,400 7,200 Tainter gates, 30' x 50', $200 100 ESTIMATED COST OF MIDDLE BAR PROJECT-Continued Middle Bar Power Plant (Based on prices prevailing in April, 1953) Capacity of power plant: 10,000 kilowatts Location : Immediately downstream from dam Maximum bead : 115 feet Length of penstock : 300 feet Diameter of penstock : 12 feet Capacity of penstock: 1,300 second-feel I'.em Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs Penstock. Power plant. 10.000 kw._. 300 lin.ft. $185.00 lump sum $55,500 1,350,000 $1,405,500 Annual Costs Interest, 3% Repayment, 0.887% Replacement, 1.20% Insurance. 0.12%. Operation and mainte- nance TOTAL $54,300 16,100 21,700 2,200 57,000 Subtotal Administration and engi- $1,405,500 $140,600 210,800 52,700 Contingencies, 15% Interest during construc- tion $151,300 TOTAL. $1,809,600 APPENDIX L 2k:? ESTIMATED COST OF RAILROAD FLAT PROJECT Railroad Flat Dam and Reservoir (Based on prices prevailing in April, 1953) Elevation of crest of dam : 2,469 feet, U. S. G. S. datum Elevation of crest of spillway : 2,459 feet Height of clam to spillway crest, above stream bed : 329 feet Capacity of reservoir to crest of spillway : 80.000 acre-feet Capacity of spillway with 4-foot freeboard : 12,000 second-feet Item Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs Dam Diversion and care of 250,200 cu.yd. 1,438,900 cu.yd. 3,227,700 cu.yd. 7.800 lin.ft. 5,200 cu.ft. 397.100 cu.yd. 3,050 cu.yd. 228,000 lb. 4,800 cu.yd. 50 cu.yd. 2,450 lin.ft. 111,000 lb. lump sum $1.50 lump sum 1.15 1.80 4.00 4.00 2.00 35.00 0.15 2.00 100.00 230 . 00 0.25 lump sum lump sum $40,000 375.300 500,000 1,654,700 5,809,900 31,200 20.800 $8,431,900 794,200 106,800 34,200 935,200 9,600 5.000 563,500 27,800 22,800 14,400 Capital Costs — Continued Outlet Works — Continued Trash rack Reinforcing steel .. Reservoir Land __ ____ Public utilities Clearing Subtotal Administration and en- gineering, 10% Contingencies, 15% Interest during construc- tion TOTAL. - 8,000 lb. 678 ac. lump sum 0.15 lump sum lump sum 250.00 $1,000 1,200 $645,300 73,400 199 000 Stripping and prepara- tion of foundation Special foundation Embankment 169.500 441,900 Pervious., - Drilling grout holes Pressure grouting Spillway Excavation Concrete . _ Reinforcing steel. $10,454,300 $1,045,400 1,568,100 588,100 $13 655 900 Outlet works Annual Costs Interest, 3% Repayment, 0.887% Replacement, 0.07%- - Operation and mainte- Concrete, structural . Tunnel, 8' diameter Steel pipe, 48" dia- $409,700 121,100 9,600 Hieh-pressure slide gate, zy 2 ' x zy 2 ' 10 500 Howell-Bunger valve. TOTAL $550,900 ESTIMATED COST OF RAILROAD FLAT PROJECT-Continued Middle Fork Diversion (Based on prices prevailing in April, 1953) Elevation of crest of weir : 2,750 feet Height of weir above stream bed : 10 feet Capacity of diversion conduit : 100 second-feet Length of conduit : Lined canal, 2.1 miles Item Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs Diversion Works Mass concrete . Structural concrete.- - Reinforcing steel Trash rack steel Sluicegates, 4 'diameter- Headgates. 4 ' x 5 ' Excavation, structural.. 467 cu.yd. 280 cu.yd. 56,000 lb. 10.400 lb. 2 ea. 3 ea. 550 cu.yd. 21,600 cu.yd. 16,600 cu.yd. 13,150 sq.yd. 13,150 sq.yd. $30.00 100.00 0.15 0.25 800.00 1,000 3.00 0.40 0.50 0.75 4.00 lump sum lump sum $14,000 28,000 8,400 2,600 1,600 3.000 1.600 $59,200 Capital Costs - Continued Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction, none Total, canal.. TOTAL $8,400 12,600 $105,100 $179,100 Subtotal £59,200 $5,900 8,900 Annual Costs Interest, 3% Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction, none. _. $5,400 | Repayment, 0.887% Replacement, 0.07% Operation and mainte- 1.600 100 $74,000 8,600 8,300 9.900 52,600 3,500 1,200 $84,100 900 TOTAL $8,000 Shotcrete lining Road crossing Rights of way. . $84,100 284 SAN JOAQUIN COUNTY INVESTIGATION ESTIMATED COST OF IONE PROJECT lone Dam and Reservoir (Based on prices prevailing in April, 1953) Elevation of crest of dam : 215 feet, U. S. G. S. (latum Elevation of crest of spillway : 200 feet Height of dam to crest of spillway, above stream bed : 4(1 feet Capacity of reservoir to crest of spillway : 40,000 acre-feet Capacity of spillway with 5-foot freeboard : 42,000 second-feet Item Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs Dam Unwatering dam site Stripping and prepara- tion of foundation 182,400 cu.yd. 276,000 cu.yd. 322,200 cu.yd. 70,900 cu.yd. 4,720 cu.yd. 362,500 lb. 1.460 cu.yd. 305 cu.yd. 66 cu.yd. 45.000 lb." 45,600 lb. 3,200 lb. lump sum $0.85 0.65 0.50 1.00 35.00 0.15 2.00 30.00 100.00 0.25 0.15 0.25 lump sum lump sum lump sum $10,000 155,000 179,500 161,100 $505,600 70,900 165,200 54,400 290,500 2,900 9,100 6,600 11,200 6,800 800 5,000 7,600 1,000 51,000 Capital Costs — Continued Reservoir Land and improvements Public utilities.. 100 ac. lump sum lump sum 100.00 $618,000 237,500 10,000 $865,500 Embankment Clearing Pervious $1,712,600 $171,300 257,000 64,200 Spillway Excavation Concrete Reinforcing steel Administration and en- gineering, 10% ______ Contingencies, 15%. . . Interest during construc- Outlet Works TOTAL Excavation $2,205,000 Annual Costs Interest, 3% Repayment, 0.887%. _ Replacement, 0.07% _ Operation and mainte- nance Pipe encasement Structural Steel pipe, 48" diameter. Reinforcing steel __ Trash rack steel Slide gate, 4' x 4', and hoist _ _ $66,200 19,600 1,500 6,500 Howell-Bunger valve, 36" diameter. Stilling basin TOTAL $93,800 ESTIMATED COST OF IONE PROJECT-Continued Dry Creek-Clements Conduit (Based on prices prevailing in April, 1953) Elevation of outlet at lone Reservoir: 165 feet, U. S. G. S. datum Elevation at terminus of conduit: 129 feet Capacity of diversion conduit: 85 second-feet Length of conduit Lined canal : 7.7 miles Unlined canal : 4.5 miles Goose Creek Siphon : 1,000 feet Coyote Creek Siphon : 370 feet Item Quantity LTnit price Cost Item Quantity Unit price Cost Capital Costs Conduit Canal Excavation 18,700 cu.yd. 65,000 cu.yd. 90,500 sq.yd. 90,500 sq.yd. 1,900 lin.ft. 370 lin.ft. 4 ea. 3 ea. 12 ea. $0.30 0.50 0.50 3.50 20.00 20.00 250.00 4,500 3,000 lump sum $5,600 32,500 45,300 316.800 38,000 7,400 1,000 13.500 36,000 15,000 $511,100 Capital Costs — Continued Administration and engi- neering, 10%__ Contingencies, 15% Interest during construc- tion, none TOTAL Annual Costs Interest, 3% Repayment, 0.887% Replacement , 0.05% Operation and mainte- nance TOTAL. $51,100 76,700 Trimming Concrete lining Goose Creek Siphon Coyote Creek Siphon $638,900 Road crossings $19,200 Rights of way. 5,700 200 3,200 Subtotal . .- $511,100 $28,300 APPENDIX L l>s;. ESTIMATED COST OF IRISH HILL PROJECT Irish Hill Dam and Reservoir (Based on prices prevailing in April, 1953) Elevation of crest of dam : 550 feet, U. S. G. S. datum Elevation of crest of spillway : 536 feet Height of dam to spillway crest, above stream bed : 136 feet Capacity of reservoir to crest of spillway : 43,500 acre-feet Capacity of spillway with 4-foot freeboard : 22,000 second-feel Item Capital Costs Dam Diversion and care of stream Stripping and prepara- tion of foundation Embankment Impervious Pervious Drilling grout holes Pressure grouting Auxiliary Dam Stripping and prepara- tion of foundation Embankment Riprap Spillway Excavation Concrete Reinforcing steel Outlet Works Excavation Concrete Pipe encasement Structural Steel pipe. 48" diameter Reinforcing steel Butterfly valves, 36" diameter Quantity 120,500 cu.yd. 249,500 cu.yd. 530,900 cu.yd. 1,040 Unit. 1,660 cu.ft. 12,200 cu.yd. 34,300 cu.yd. 5,200 cu.yd. 47,400 cu.yd. 4,080 cu.yd. 308,000 lb. 1,040 cu.yd. 370 cu.yd. 50 cu.yd. 102,600 lb. 47,000 lb. Unit price lump sum $1.50 0.90 0.70 4.00 4.00 1.50 0.90 3.00 1.50 35.00 0.15 3.00 30.00 90.00 0.25 0.15 5,000 Cost $15,000 180,800 224,600 371,600 4,200 6,600 $802,800 18,300 30,900 15,600 64,800 71.100 142,800 46,200 260,100 3,100 11,100 4,500 25,700 7,100 10,000 Item Capital Costs — Continued Outlet Works — Continued Howell-Bunger valve, 48" diameter Trash rack Reservoir Land and improvements Utilities Clearing Subtotal Administration and engi- neering, 10% Contingencies, 15% Interest during construc- tion TOTAL Annual Costs Interest, 3% Repayment, 0.887% Replacement, 0.07% Operation and mainte- nance TOTAL Quantity 1 ea. 1,350 ac. Unit price $22,000 lump sum lump sum lump sum 75 . 00 Cost $22,000 3,000 $87,000 225,500 135,000 101,300 461,800 $1,676,500 $167,700 251,500 62,900 $2,158,600 $64,800 19,100 1,500 6,900 $92,300 ESTIMATED COST OF IRISH HILL PROJECT-Continued Sutter Creek Diversion (Based on prices prevailing in April, 1953) Elevation of crest of weir : 1,077 feet, U. S. (J. S. datum Capacity of weir with 9.5-foot head : 10,000 second-feet Height of weir crest, above stream bed : 6 feet Length of weir : 100 feet Capacity of conduit : 200 second-feet Total length of conduit : 2.9 miles Item Quantity LInit price Cost Item Quantity Unit price Cost Capital Costs Diversion Works 550 cu.yd. 450 cu.yd. 14 cu.yd. 14,000 lb. 8,400 lin.ft. 2 ea. 27,500 cu.yd. 14,400 sq.yd. 14,400 sq.yd. $3.00 30.00 100.00 0.15 lump sum lump sum 30.00 lump sum 1.50 0.75 3.50 lump sum lump sum lump sum $1,700 13,500 1,400 2,100 1,000 800 $20,500 252,000 50,000 41,200 10,800 50,400 2,000 1,200 2,000 409,600 Capital Costs — Continued Administration and engi- neering, 10% $43,000 Concrete Weir Contingencies, 15% Interest during construc- 64,500 Reinforcing steel TOTAL $537,600 gates Trash rack Annual Costs Interest, 3% Conduit $16,100 Siphons Canal Repayment, 0.887%, _ . Replacement, 0.07% Operation and mainte- 4,800 400 2,700 Shotcrete lining TOTAL $24,000 Rights of way, _ Subtotal $430,100 286 SAN JOAQUIN COUNTY INVESTIGATION ESTIMATED COST OF IRISH HILL PROJECT-Continued Dry Creek-Clements Diversion (Based on prices prevailing in April, 1953) Elevation of crest of weir : 166 feet, U. S. G. S. datum Height of weir above stream bed : 6 feet Capacity of weir with 4.5-foot head : 42,000 second-feet Capacity of diversion conduit : 85 second-feet Length of conduit Lined canal : 7.7 miles Unlined canal : 4.5 miles Goose Creek Siphon : 1,900 feet Coyote Creek Siphon : 370 feet Item Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs Diversion Works 60,000 eu.yd. 54,000 eu.yd. 7,860 eu.yd. 30 eu.yd. 590,000 lb. 12,500 sq.ft. 18,700 eu.yd. 65,000 eu.yd. 90,500 sq.yd. 90,500 sq.yd. 1,900 lin.ft. 370 lin.ft. 4 ea. 3 ea. lump sum SO. 40 0.65 25.00 100.00 0.15 lump sum 3.80 lump sum 0.30 0.50 0.50 3.50 20.00 20.00 $250.00 4,500 $10,000 24,000 35,100 196,500 3,000 88,500 1,000 47,500 400 $406,000 5,600 32,500 45,300 316,800 38,000 7,400 1,000 13,500 Capital Costs — Continued Conduit — Continued 12 ea. $3,000 lump sum $36 000 stream _ Stripping and excava- Rights of way 15,000 $511,100 $917 100 Backfi.il of cutoff __ Concrete Administration and en- gineering, 10% Contingencies, 15% Interest during construc- tion, none TOTAL Annual Costs Interest, 3% __ Repayment, 0.887% Replacement _ Operation and mainte- $91,700 Structural - - Reinforcing steel __ _ 137,800 Sheet piling $1,146,600 Conduit Canal Excavation $34,400 10,200 Concrete lining Goose Creek Siphon 600 5,700 Transitions _ _ TOTAL $50,900 Capacity of diversion and treatment works : 50 million day Capacity of standby storage reservoir : 17 million gallons Capacity of main conduit : (50 million gallons per day Length of intake conduit : 20,200 feet APPENDIX L ESTIMATED COST OF DELTA-STOCKTON DIVERSION PROJECT (Based on prices prevailing in April, 1953) lllons per 287 Length of main conduit : 15,000 feet Main pipe lines to existing distribution system : 120,000 feel Acreage served in city and environs : 20,800 acres Item Capital Costs Diversion Works and Treatment Plant Diversion Pumping Plant Structural concrete Reinforcing steel Excavation Embankment Access bridge Concrete piling Pumps and controls Pipe (specials) Check valves, 24 "diam- eter Gate valves, 24" diam- eter Trash rack Intake Conduit Mortar-lined steel pipe, 54" diameter Concrete Reinforcing steel Ring girders Wood piling Painting Road crossings Siphon Treatment Plant Plant Fill (additional) High-lift Pumping Plant Structural concrete Reinforcing steel Roofing Excavation Concrete piling Pumps and controls Wash water and sump pumps Valves Pipe (specials) Crane and support Foundation dewatering_ Rights of way Subtotal Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction Total, diversion works and treat- ment plant Main Conduit and Pipe Lines Pipe Reinforced-conerete cylinder 48" diameter. 36" diameter 30" diameter 24" diameter Welded steel, No. 7 gage 22" diameter 20" diameter Quantity 292 cu.yd. 38,000 lb. 200 cu.yd. 675 cu.yd. 2,775 lin.ft. 5 ea. 20,000 lin.ft. 1,478 cu.yd. 73,600 lb. 153,000 lb. 44,900 lin.ft. 294,000 sq.ft. 2 ea. 193,000 cu.yd. 625 cu.yd. 81,200 lb. 4,115 sq.ft. 5,850 cu.yd. 2,100 lin.ft. 33 ac. 15,000 lin.ft. 13,600 lin.ft. 27,000 lin.ft. 14,200 lin.ft. 1,100 lin.ft. 20,400 lin.ft. Unit price $100.00 0.15 1.00 0.50 lump sum 5.00 lump sum lump sum 500.00 520.00 lump sum 32.00 35.00 0.15 0.60 4.50 0.20 5,800 lump sum lump sun. 0.30 100.00 0.15 1.50 0.60 5.00 lump sum lump sum lump sum lump sum lump sum lump sum 500.00 38.50 25.85 21.05 16.85 14.00 12.80 Cost $29,200 5,700 200 300 7,500 13,900 89,500 20,000 2,500 2,600 6,400 $177,800 646,400 51,700 11,000 91,800 202,100 59,000 1 1 ,600 95,700 1,169,300 5,500,000 57,900 5,557,900 62,500 12,200 6,200 3,500 10,500 155,100 15,800 9,400 12,900 6,000 6,000 300,100 16.500 16,500 $7,221,600 $722,200 1,083,200 270,800 $9,297,800 577,500 351.600 568,400 239,300 15,400 162,800 Item Capital Costs — Continued Main Conduit and Pipe Lines — Continued Welded steel 16" diameter 14" diameter 12" diameter 10" diameter Subtotal Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction Total, main con- duit and pipe lines Booster Pumping Plant 120' head, 14 million gal. per day capacity Subtotal Administration and en- gineering, 10% Contingencies, 15% Interest during con- struction, none Total, booster pumping plant.. TOTAL Annual Costs Diversion Works and Treatment Plant Interest, 3% Repayment, 0.887% .__ Replacement, 1.2% Administration Electric energy Purification Total, diversion works and treat- ment plant Main Conduit and Pipe Lines Interest, 3% Repayment, 0.887% _ . _ Replacement, 1.0% Operation and main- tenance, 1.0% Total, main con- duitand pipelines Booster Pumping Plant Interest, 3% Repayment, 0.887% . . . Replacement. 1.2% Electric energy _ __ Operation and main- tenance Total, booster pumping plant . - TOTAL Quantity 11,200 lin.ft. 17,800 lin.ft. 12.800 lin.ft. 17,100 lin.ft. Unit price $10.25 9.25 8.00 6.80 lump sum Cost $114,800 164,700 102,400 116,300 $2,413,200 $2,413,200 $241,000 362,000 90,000 $3,106,200 30,000 $30,000 $30,000 $3,000 4,500 $37,500 $12,441,500 $278,900 82,500 1 10,600 46,900 101.400 80.200 $700,500 $93,200 27,600 31,100 31,100 $183,000 $1,100 300 500 7,800 12,800 $22,500 $906,000 288 SAN JOAQUIN COUNTY INVESTIGATION ESTIMATED COST OF NEW HOGAN PROJECT New Hogan Dam and Reservoir (Based on prices prevailing in April, 1953) Elevation of crest of dam : 730 feet, U. S. G. S. datum Elevation of crest of spillway : 711 feet Height of dam to spillway crest, above stream bed : 182 feet Capacity of reservoir to crest of spillway : 315,000 acre-feet Maximum flood control reservation : 125,000 acre-feet Capacity of spillway with 4-foot freeboard : 80,000 second-feet Item Capital Costs Dam Diversion and care of river Stripping and prepara- tion of foundation ._ Embankment Impervious Pervious Drilling grout holes Pressure grouting Riprap Auxiliary Dams Stripping and prepara- tion of foundation __ Embankment Impervious Pervious Spillway Excavation Concrete Reinforcing steel Outlet Works Tunnel Portal excavation 16' diameter 24.5' diameter Concrete Structural Plug Stilling basin Valves Butterfly, 10' dia- meter Quantity 911,600 cu.yd. 1,518,600 cu.yd. 2,287,000 cu.yd. 21,300 lin.ft, 21,300 cu.ft. 1,000 cu.yd. 273,600 cu.yd. 193,500 cu.yd. 272,700 cu.yd. 600,000 cu.yd. 6,500 cu.yd. 350,000 lb. 350,200 cu.yd. 400 lin.ft. 300 lin.ft. 660 cu.yd. 1,100 cu.yd. 400 cu.yd. Unit price lump sum $1.00 0.60 0.60 4.00 4.00 3.00 1.00 0.60 0.60 1.00 35.00 0.15 2.50 550.00 1,080 100.00 20.00 35.00 110,000 Cost $30,000 911,600 911,200 1,372,200 85,200 85,200 3,000 $3,398,400 273.600 116,100 163,600 553,300 600,000 227,500 52,500 880,000 875,500 220,000 324,000 66.000 22.000 14,000 220,000 Item Capital Costs — Continued Outlet Works — Continued Valves — Conti nued Butterfly, 7' dia- meter Howell-Bunger, 10' diameter Howell-Bunger, 7' diameter Steel pipe, 10' and 7' diameters Reinforcing steel Trash rack steel Reservoir Land and improvements Utilities Clearing Subtotal Administration and engi- neering, 10% Contingencies, 15% Interest during construc- tion TOTAL Annual Costs Interest, 3% Repayment, 0.887% Replacement, 0.07% Operation and mainte- nance _. TOTAL Quantity 1 ea. 2 ea. 1 ea. 496,000 lb. 152,000 lb. 70,000 lb. 1,600 ac. Unit price $45,000 63,000 36,000 0.25 0.15 0.25 lump sum Lump sum 50.00 Cost $45,000 126,000 36,000 124,000 22,800 17,500 $2,112,800 $409,700 44,000 80,000 533,700 $7,478,200 747,800 1,121,700 420,600 $9,768,300 $297,300 87,900 6,900 26,000 $418,100 ESTIMATED COST OF NEW HOGAN PROJECT-Continued Bellota-Linden Diversion (Based on prices prevailing in April, 1953) Elevation of crest of weir : 102 feet Elevation of canal bottom at headworks : 96 feet Capacity of diversion conduit : 125 second-feet Length of conduit : 4.92 miles Item Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs Diversion Works 900 cu.yd. 900 cu.yd. 22 cu.yd. 2,200 lb. 1,750 lb. 2 ea. 280 lin.ft. 101,600 cu.yd. 62,000 cu.yd. 6 ea. 117 cu.yd. 12,000 lb. $2.00 2.50 100.00 0.15 0.25 600.00 lump sum 8.79 0.30 0.50 2,000 100.00 0.15 lump sum $1,800 2,300 2,200 330 400 1,200 500 2,500 $11,200 30,500 31,000 12,000 11,700 1,800 150,000 237,000 Capital Costs -Continued Administration and engi- neering, 10%.. Contingencies, 15% Interest during construc- tion, none. _ TOTAL $24,800 Backfill.. Concrete Reinforcing steel Trash rack steel 37,200 $310,200 Resurfacing road Corrugated pipe, 42 " diameter _ _ Annual Costs Interest, 3%. Repayment, 0.887% Replacement, 0.07% Operation and mainte- Conduit $9,300 2,800 200 Road crossings Concrete drops-. . Reinforcing steel 3,100 TOTAL $15,400 Subtotal, _ ._ _ $248,200 APPENDIX L 289 ESTIMATED COST OF NEW HOGAN PROJECT-Continued Bellota-Farmington Diversion (Based on prices prevailing in April, 1953) Elevation of crest of weir : 120 feet Capacity of diversion conduit : 85 second-feet Elevation of canal bottom at headworks : 114 feel Capacity of weir with 10-foot surcharge: 22,300 second feet Length of diversion weir : 100 feet Length of conduit : 12.7 miles Height of weir crest, above stream bed : 9 feet Item Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs Diversion Works 1,000 cu.yd. 1,880 cu.yd. 500 cu.yd. 90,000 lb. 2,400 lb. 2 ea. 2 ea. 89,100 cu.yd. 83,000 cu.yd. 5 ea. $2.00 30.00 60.00 0.15 0.25 1,200 600.00 lump sum lump sum 0.30 0.50 6,500 lump sum $2,000 56,400 30,000 13,500 600 2,400 1,200 200 500 $106,800 26,700 41,500 32,500 21,500 122,200 Capital Costs — Continued Administration and en- gineering, 10% Contingencies, 15% Interest during construc- $22,900 34,400 Concrete Weir Sand trap _. Reinforcing steel Trash rack steel TOTAL $286,300 Slide gate, 5' x 5' Sluice gate, 30" x 30"__ Steel hand railing,, , Flashboards on exist ing dam Conduit Annual Costs Interest, 3% Repayment, 0.887% Replacement, 0.07% Operation and mainte- $8,600 2,500 200 Compacted fill 2,900 Timber bridges Rights of way TOTAL $14,200 Subtotal _ $229,000 ESTIMATED COST OF DELTA-LITTLEJOHNS DIVERSION PROJECT Pumping plant capacity : 275 second-feet Gross seasonal diversion : 00,000 acre-feet (Based on prices prevailing in April, 1953) Maximum monthly demand : 13,200 acre-feet Acreage served : 8,000 acres Item Capital Costs Pumping Plant No. 1 Pumps, motors, and electrical equipment Sumps, trash racks, structure, and pipe line.. Gate structure Pumping Plants Nos. 2, 3, 4, and 5 Pumps, motors, and electrical equipment. Sumps, trash racks, gates, and structures Pumping Plants Nos. 6, 7, 8, and 9 Pumps, motors, and electrical equipment. Sumps, trash racks, gates, and structures Pumping Plant No. 10 Pumps, motors, and electrical equipment. Sumps, valves, and structure Conveyance System Channel excavation Dredging French Camp Slough Auxiliary check struc- tures Pipe line Rights of way Subtotal Quantity 4 ea. 4 ea. 4 ea. 4 ea. 230,000 cu.yd. 10,000 cu.yd. 4 ea. 10.8 ac. Unit price lump sum lump sum lump sum $58,500 24,300 58,500 33,100 lump sum lump sum 0.40 0.50 10,000 lump sum 500.00 Cost $124,500 36,500 32,900 $193,900 234,000 97,200 234,000 132,400 88,400 24,300 92,000 5,000 40,000 116,400 5,400 331,200 366,400 112,700 258,800 $1,263,000 Item Capital Costs — Continued Administration and en- gineering, 10% Contingencies, 15% Interest during construc- tion TOTAL Annual Costs Pumping Plants Interest, 3% Repayment, 0.887% __ Replacement, 1.20% __ Insurance, 0.12% Operation and mainte- nance Electric energy Total, pumping plants Conveyance System Interest, 3% Repayment, 0.887%,.. Replacement, 0.07% _ . Operation and mainte- nance Total, conveyance system TOTAL Quantity Unit price Cost $126,300 189,500 23,700 $1,602,500 $38,200 11.300 15,300 1,500 35,000 165,600 $266,900 $9,900 2,900 200 1,600 $14,600 $281,500 290 SAN JOAQUIN COUNTY INVESTIGATION ESTIMATED COST OF NEW MELONES PROJECT New Melones Dam and Reservoir (Based on prices prevailing in April, 1953) Elevation of crest of dam : 962 feet, U. S. G. S. datum Elevation of crest of spillway lip : 915 feet Height of dam to crest of gates, above stream bed : 445 feet Capacity of reservoir to crest of spillway : 1,100,000 acre-feet Capacity of spillway with 2-foot freeboard : 172,000 second-feet Capacity of flood control reservation, November 1st to April 1st ; 500,000 acre-feet Item Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs Dam Diversion and care of 779,400 cu.yd. 1,556,700 cu.yd. 5,100 cu.yd. 3,449,000 lb. 1,150,000 lb. 3,600 lin.ft. 2,400 cu.ft. 675,000 lb. 3 ea. 2 ea. 6 ea. lump sum $3.00 14.00 40.00 0.15 0.25 lump sum 4.00 4.00 0.25 187,000 lump sum lump sum 124,500 96,000 lump sum $100,000 2,338,200 21,793,800 204,000 517,400 287,500 48,000 14,400 9,600 $25,312,900 133,500 561,000 102,000 85,000 249,000 576,000 70,000 1,776,500 Capital Costs — Continued Reservoir Land _. Public utilities Clearing Subtotal. Administration and en- gineering, 10% Contingencies, 15% Interest during construc- 4,910 ac. lump sum lump sum $100.00 $1,928,000 929,300 491,000 3,348,300 Stripping and prepara- Concrete Mass _ Reinforced, parapet and training walls- Reinforcing steel Miscellaneous metal Bridge- $30,434,700 $3,043,500 4,565,200 1,141,300 Drilling grout holes Pressure grouting TOTAL $39,184 700 Annual Costs Interest, 3% Outlet Works Radial gates and hoists, 45' x 60' $1,175,600 Broome Gate, 14' x 22' Broome gate hoist Needle valves, 84" Repayment, 0.887%. . Replacement, 0.07% Operation and mainte- 347,600 27,400 70 500 High-pressure slide gates, 6' x 8' TOTAL $1,621,100 ESTIMATED COST OF NEW MELONES PROJECT-Continued New Melones Power Plant (Based on prices prevailing in April, 1953) Capacity of power plant : 65,000 kilowatts Location : Approximately \ mile downstream from dam Maximum head : 460 feet Length of tunnel : 1,250 feet Length of penstock : 130 feet Diameter of penstock : 12 feet Item Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs Tunnel __ _ _ 150 lin.ft. 130 lin.ft. 1,250 lin.ft. $824.00 392.00 300.00 lump sum $123,600 51,000 375,000 6,000,000 $6,549,600 Annual Costs Interest, 3% __ ... Repayment, 0.887% _ __ Replacement, 1.20% Insurance, 0.12% Operation and mainte- nance TOTAL $253,000 Penstock 74,600 Recondition existing 101,100 10,100 Power plant, 65,000 kilo- watts _ 200,000 Subtotal Administration and engi- $6,549,600 $655,000 982,400 245,000 $638,800 Contingencies, 15% Interest during construc- TOTAL $8,432,000 APPENDIX L ESTIMATED COST OF NEW MELONES PROJECT-Continued Stanislaus-San Joaquin Diversion (Based on prices prevailing in April, 1953) 291 STANISLAUS RIVER TO LITTLEJOHNS CREEK Elevation of invert <>f canal at point <>f diversion : 428.3 feet Elevation of invert of tunnel inlet : 41!.") feet Elevation of invert of tunnel outlet: 412 feet Capacity : 1,250 second-feet Length of conduit Canal : 5,200 feet Tunnel : 6,800 feet Item Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs Outlet Works Trash racks 45,000 lb. 140,000 lb. 55,000 lb. 120,000 lb. 650 ft. 138,400 cu.yd. 17,930 sq.yd. 125,000 cu.yd. 6,800 lin.ft. $0.35 0.60 0.30 0.60 lump sum lump sum 2.20 3.50 1.75 215.00 $15,800 84,000 16,500 72,000 10,000 123,000 $321,300 304,500 62,800 218,800 586,100 1,462,000 $1,462,000 Capital Costs — Continued Administration and engi- $236,900 355,400 44,400 Two 6' x 6' high-pres- sure slide gates Two T dia. steel pipes Contingencies, 15% Interest during construc- tion, 1.5%.. . Two 6' dia. hollow jet TOTAL Annual Costs Interest, 3% Repayment, 0.887% Replacement, 0.02% Operation and mainte- nance . . TOTAL $3,006,100 tion__ Concrete pipe Canal Canal excavation $90,200 26,700 600 Creek bed excavations _ Tunnel 6,700 $124,200 Subtotal $2,369,400 ESTIMATED COST OF NEW MELONES PROJECT-Continued Stanislaus-San Joaquin Diversion (Based on prices prevailing in April, 1953) LITTLEJOHNS CREEK TO MILTON Capacity of diversion conduit: 770 second-feet Elevation of invert of canal at point of diversion from Littlejohns Length of conduit Creek : 325.0 feet Lined canal : 25.4 miles Elevation of invert of canal at lower end of reach : 273.9 feet Flume : 1.36 miles Item Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs 1,057,800 cu.yd. 556,700 cu.yd. 630,300 sq.yd. 357 ac. lump sum $0.30 0.35 2.75 100.00 Lump sum lump sum $20,000 317,300 194,800 1,733,300 35,700 133,800 $2,414,900 700,500 700,500 Annual Costs Interest, 3%.. Repayment, 0.887% Replacement, 0.02% Operation and mainte- nance, 0.5% _ TOTAL $119,300 Canal 35,300 800 Concrete lining Right of way Bridges Flume. . 19,900 $175,300 Subtotal Administration and engi- neering, 10% ... Contingencies, 15% __ Interest during construc- tion, 1.5% $3,135,400 $313,500 470,300 58,800 $3,978,000 TOTAL 292 SAN JOAQUIN COUNTY INVESTIGATION ESTIMATED COST OF NEW MELONES PROJECT-Continued Stanislaus-San Joaquin Diversion (Based on prices prevailing in April, 1953) MILTON TO CALAVERAS RIVER Elevation of invert of canal at upper end of reach : 273.0 feet Elevation of invert of canal at lower end of reach : 234.7 feet Capacity : 420 second-feet Length of conduit Lined canal : 20.9 miles Flume : 1.7 miles Item Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs Canal 562,900 cu.yd. 299,700 cu.yd. 425,500 sq.yd. 246 ac. $0.30 0.35 2.75 100.00 lump sum lump sum $168,900 104,900 1,170,100 24,600 99,200 582,500 $582,500 Annual Costs Interest, 3% $81 800 Repayment. 0.887 % Replacement, 0.02% ___ Operation and mainte- 24,200 500 Embankment _ Lining _ Right of way. 13,600 TOTAL__ $120,100 Flume $2,150,200 $215,000 322,500 40,300 Administration and engi- neering, 10%. Contingencies, 15%. Interest during construc- tion, 1.5% .- TOTAL $2,728,000 ESTIMATED COSTS OF NEW MELONES PROJECT-Continued Stanislaus-San Joaquin Diversion (Based on prices prevailing in April, 1953) CALAVERAS RIVER TO BEAR CREEK Elevation of invert of Calaveras River siphon inlet : 234.7 feet Elevation of invert of Calaveras River siphon outlet : 212.0 feet Elevation of invert of canal at Bear Creek terminal : 190.3 feet Capacity : 210 second-feet Length of conduit Canal : 11.8 miles Siphon : 1.8 miles Flume : 0.7 mile Item Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs 175,400 cu.yd. 108,000 cu.yd. 186,300 cu.yd. 112 ac. 1,744,000 lb. $0.30 0.35 2.75 100.00 lump sum lump sum 0.25 $52,600 37,800 512,300 11,200 45,600 $659,500 159,200 159,200 436,000 436,000 Annual Costs Interest, 3% Repayment, 0.887% Replacement, 0.02% Operation and mainten- ance, 0.5% $47,800 14,100 300 Concrete lining. 8,000 TOTAL . $70,200 Flume. . Siphon Steel pipe, 6-foot dia. . . Subtotal- . Administration and engi- neering, 10% _ $1,254,700 $125,500 188,200 23,500 Contingencies, 15% __ Interest during construc- tion, 1.5% . TOTAL $1,591,900 APPENDIX L i'!i:: ESTIMATED COSTS OF NEW MELONES PROJECT-Continued Stanislaus-San Joaquin Diversion (Based on prices prevailing in April, 1953) BEAR CREEK TO MOKELUMNE RIVER Elevation of invert of canal at upper end of reach : 120 feet Elevation of invert of canal at lower end of reach : 75 feet Capacity : 105 second-feet Length of conduit Lined canal : 1.7 miles Pipe : 0.15 mile Flume : 0.15 mile Item Quantity Unit price Cost Item Quantity Unit price Cost Capital Costs Diversion Dam ._ 10,820 cu.yd. 9,240 cu.yd. 19.550 sq.yd. 10 ac. 70,400 lb. 150 lin.ft. 30,000 lb. lump sum $0.30 0.35 2.75 500.00 lump sum lump sum 0.30 50.00 0.60 $5,000 $5,000 3,200 3,200 53,800 5,000 3,200 68,400 19,200 19,200 21,100 7,500 18,000 46,600 Annual Costs Interest, 3% Repayment, 0.887% ___ Replacement, 0.02% Operation and mainte- nance, 0.5% TOTAL $5,300 1,600 Excavation Embankment Concrete lining Right of way 900 $7 800 Pipe line 5" dia. steel pipe . 54" hollow jet valve Subtotal Administration and en- gineering, 10% Contingencies, 15% Interest during construc- tion, 1.5% .. $139,200 13,900 20,900 2,600 TOTAL $176,600 294 SAN JOAQUIN COUNTY INVESTIGATION ESTIMATED COSTS OF NEW MELONES PROJECT-Continued Flood Road-Stockton Diversion (Based on prices prevailing in April, 1953) Elevation of crest of dam : 248 feet. U. S. G. S. datum Elevation of crest of spillway lip : 240 feet Height of dam to crest of spillway, above stream bed : 35 feet Capacity of reservoir to crest of spillway : 5,500 acre-feet Capacity of spillway with 4-foot freeboard : 400 second-feet Item Capital Costs Dam and Reservoir Stripping Embankment Impervious Pervious Outlet Works Spillway Excavation Reinforcing steel Concrete Lands Subtotal Administration and en- gineering, 10% Contingencies, 15% I nt erest TOTAL Treatment Works Filtration plant Storage tank — Chemical building Subtotal Administration and en- gineering, 10% Contingencies, 15% Interest - TOTAL Conveyance System Pipe 48-inch dia. welded steel 60-inch dia. welded steel Subtotal Administration and en- gineering, 10% Contingencies, 15% Interest TOTAL Distribution System Pipe 36-inch dia. R.C. cylin- der 30-ineh dia. R.C. cylin- der 24-inch dia. R.C. cylin- der 22-inch dia. steel cylin- der 20-inch dia. steel elyin- der 16-inch dia. steel cylin- der 14-inch dia. steel cylin- der Quantity 34,000 cu.yd. 63,700 cu.yd. 59,300 cu.yd. 550 cu.yd. 38,000 lb. 510 cu.yd. 300 ac. 6.06 mi. 17.61 mi. 13,600 lin.ft. 27,000 lin.ft. 14,200 lin.ft. 1,100 lin.ft. 20,400 lin.ft. 11,200 lin.ft. 17,800 lin.ft. Unit price $0.40 0.40 0.75 lump sum 0.65 0.12 40.00 120.00 lump sum lump sum lump sum $130,000 190,000 25.85 21.05 16.85 14.00 12.80 10.25 9.25 Cost $13,000 25,500 44,500 4.000 400 4,600 20,400 36,000 $149,000 14,900 22.400 2.800 $189,100 1,257,500 765,000 43.000 $2,065,500 $206,600 309,800 38,700 $2,620,600 $788,000 3.346,000 $4,134,000 $413,400 620.100 77.500 $5,245,000 351,600 568,400 239,300 15,400 162,800 114,800 164,700 Item Capital Costs — Continued Distribution System — Continued Pipe— Continued 12-inch dia. steel cylin- der 10-inch dia. steel cylin- der Booster pumping plant, 120-foot head, 14 million gallons per day capacity Subtotal Administration and en- gineering Contingencies Interest TOTAL GRAND TOTAL Annual Costs Dam and Reservoir Interest, 3% Repayment, 0.887% __ Replacement, 0.02% __ Operation and mainte- nance Subtotal Treatment Works Interest, 3% Repayment, 0.887% _ _ Replacement, 1.2% Operation and mainte- nance Subtotal Conveyance System Interest, 3% Repayment, 0.887% ._ Replacement, 0.02% __ Operation and mainte- nance, 0.5% Subtotal Distribution System Interest, 3% Repayment, 0.887% __ Replacement, 0.02% __ Operation and mainte- nance, 0.5% Electrical energy Subtotal TOTAL Quantity 12,800 lin.ft. 17,100 lin.ft. Unit price $8.00 lump sum Cost $102,400 116,300 $1,835,700 30.000 30,000 $1,865,700 $186,600 279,800 70.000 $2,402,100 $10,456,800 $5,700 1,700 600 $8,000 $78,700 23,100 31,500 60,000 $193,300 $157,400 46,500 1,000 26,200 $231,100 $72,100 21,300 500 12,000 7,800 $113,700 $546,100 1914 4 6-55 500 printed lit CALIFORNIA STATE PRINTING OFFICE THIS BOOK IS DUE ON THE LAST DATE STAMPED BELOW AN INJJ4AL FINE OF liTCENTS WILL BE ASSESSED FOR FAILURE TO RETURN THIS BOOK ON THE DATE DUE. THE PENALTY WILL INCREASE TO 50 CENK-ON THE FOURTH DAY AND TO $1.00 ON THE SEVENTH DAY OVERDUE. F£8 2 9 RICO ? DUE 21 UC BAVIjS - INT SEN'T j( -G 1381 DAYS AF'li- R UCD LIBRARY: eceivift DUE B 1D19P$ FEB 1 3 OCT d 197& U0^ s c» u»**«* NOV 5 1981 IS r 2 3 | 9d | Deceived JUN 1 8 Wb'-i Book Slip-30m-8,'54(6210s4)458 ]MHQft Call Number TD201 Calif. State water resources board. Bulletin. C2 no .11 D2~o PHYSICAL SCIENCES LIBRARY 141898 3 1 75 00457 4375