JU THE LIBRARY OF THE UNIVERSITY OF CALIFORNIA DAVIS STATE OF CALIFORNIA DEPART-MENT OF PUBLIC WORKS REPORTS OF THE DIVISION OF ENGINEERING AND IRRIGATION EDWARD HYATT, State Engineer BULLETIN No. 19 SANTA ANA INVESTIGATION Flood Control and Conservation A Report prepared pursuant to Acts of the Legislature, Chapter 476 of the Statutes of 1925 and Chapter 809 of the Statutes of 1927 DECEMBER 1. 1928 By WILLIAM S. POST Hydraulic Engineer Maps accompanying this report are bound in separate volume 636S5 LIBRARY UNIVERSITY OF CALIFORNIA Da. i3 1.364.000 #- 4*^ COURTESY OF AIR SERVICE. U. S. ARMY Coordinates approximate. Army Grid Sy«tem in yardi ^i^ SANTA ANA RIVER. WEST OF RIVERSIDE Refer to Map 1, Sheet 2 CONTENTS. Page LETTER OF TRANSMITTAL. 1 ACKNOWLEDGMENTS 3 PERSONNEL 4 FOREWORD 5 LEGISLATIVE ACTS 6 FINANCIAL STATEMENTS 6 BIBLIOGRAPHY 7 PROGRESS REPORT ON SANTA ANA INVESTIGATIONS BY STATE ENGI- NEER, APRIL, 1927 9 SUMMARY OF REPORT ON SANTA ANA INVESTIGATION : Physical situation ; water situation ; development ; flood situation ; methods of flood control ; conservation of water ; location of salvaged waters ; pro- tection of flood control works; increasing water supply 13 PART I Discussion and Illustrative Solutions Chapter 1 INTRODUCTORY 27 GENERAL SITUATION: Physical and economic situation ; recent physical observations 31 Chaptkr 3 OUTLINE OF PROBLEMS : Fundamental distinctions ; problem stated ; hydrographic situation stated ; waste as of today ; natural losses as of today ; safe beneficial consumptive use; capital flood as of today 35 Chapter 4 METHODS OF FLOOD CONTROL AND CONSERVATION: Methods of flood control ; methods of conservation 50 Chapter 5 NARRATIVE OF UNIT PROJECTS INVESTIGATED 55 1. Official Channels, Rights of Way 55 2. Filerea Reservoir Site 55 3. Slide Lake Reservoir Site 56 4. Forks Reservoir Site 56 5. Hemlock and Mentone Reservoir Sites 56 6. Crafton Reservoir Site 56 7. Highland Reservoir Site 56 8. Keenbrook Reservoir Site o6 9. Turk Basin Reservoir Site "7 10. Narrows Reservoir Site 57 11. Sierra and Ontario Reservoir Sites 57 12. Kelley Lake 57 13. Sunset Reservoir Site 57 14. Yucaipa Reservoir Site 58 15. Singleton Reservoir Site 58 16. Little Mountain Reservoir Site 58 17. Red Hill Reservoir Site 58 18. Declez Reservoir Site 58 19. Jurupa Reservoir Site 59 20. Blue Diamond Reservoir Site 59 21. Chino Reservoir Site 60 22. Upper Prado Reservoir Site oO 23. Lower Prado Reservoir Site oO 24. Upper Santiago Reservoir Site 61 25. Lower Santiago Reservoir Site ^l 26. Irvine Reservoir Site ^J •27. Santa Ana Cone Spreading Grounds 'o 28. Mill Creek Spreading Grounds '' 29. Lytle Creek Spreading Grounds --__--_ '< 30. Flood Control Levees on San Antonio Debris Cone '» 31. Cucamonga Spreading Grounds '| 32. Day and Etiwanda Spreading Grounds '| 33. Anaheim Channel Spreading Grounds — .- . ;[» :?4 Declez Canal, from base of Santa Ana Cone to Declez Reservoir '^ 35." Little Mountain Canal, from Little Mountain Reservoir to Lytle Creek 36. Gage cTanal^ontinuation "from 'end of canal to Blue Diamond Reservoir— 80 IV CONTENTS Page 37. Conservation Canal, from Jurupa Reservoir via Corona and to lower Santiago Reservoir 80 38. Chino Canal, from Jurupa Reservoir to Chino Reservoir 80 39. Salvage Canal, a substitute for the natural channel, in Lower Santa Ana Canyon 80 40. Irvine Canal, from the lower Santa Ana River to Irvine Reservoir 80 41. San Bernardino moist area drainage 81 42. Newport pumping plant, pumping outflow of drainage ditches now wast- ing to ocean into Irvine Reservoir 81 43. Sewage Canal, from Los Angeles metropolitan area 81 44. Colorado River Aqueduct — 81 45. City Creek Levee, from City Creek to Santa Ana River at E St. Bridge 82 46. Double Levee E St. Bridge to Riverside road at Colton 82 47. Double Levee for Lytle Creek through the City of Colton 82 48. Double Levee on San Timoteo Creek -- — 82 49. Levee on lower Santa Ana River from Yorba to 5th St. Bridge, Santa Ana, and single levee and widening of present channel 5th St. Bridge to the ocean 82 50. Protection "Works at San Jacinto and Perris 83 Chapter 6 ILLTTSTR.A.TIVE COMBINATIONS OF UNITS IN^'ESTIGATED 84 Combination A — Channel Easements and Bank Protection 84 Combination B — 'Flood Control : Forks, Turk Basin, Prado and Lower Santi- ago Flood Control Reservoirs 84 Combination C— Alternative to combination B. Forks, Turk Basin, Jurupa, Blue Diamond and Lower Santiago Flood Control Reservoirs 87 Combination D — Flood Control as in combinations B or C, increased by flood spreading works 88 Combination E — Additional works to secure over-year storage of present waste into ocean 88 Combination F — Annual Regulation of surface flow 89 Combination G — Salvage works 89 Combination H — ^Power Recovery 89 Chapter 7 OTHER RELATED SUGGESTIONS: Stream measurements ; statistical information ; topographic map ; permanent bench marks 90 Chapter 8 FLOOD DAMAGE 91 PART II Collected Information, Eaiimates and Analyses Chapter 1 DIGEST OF COLLECTED INFORMATION AND TECHNICAL RESULTS : The five basins described ; the maps described ; assessed valuation ; moun- tain and valley areas ; habitable area ; irrigated and domestic area ; his- torical increase of acreage ; crop classification ; service areas ; water supply originating within each basin ; input to each basin ; supply retained within each basin ; maximum reservoir and gravel storage utilized ; consumptive use and natural losses ; floods and flood control ; surface and vinderground reservoirs ; rainfall penetration ; absorption of water and existing spreading works ; underflow ; duty ; monthly demand and list of water organizations; rainfall; forestry; geology 95 Chapter 2 FLOODS AND FLOOD CONTROL: Historical flood seasons ; flood measurements ; flooded areas ; transportation of debris ; state of the art of flood control ; operation of reservoirs for flood control ; bank protection works 106 Chapter 3 SURFACE AND UNDERGROUND RESERVOIRS : Major existing surface reservoirs ; underground reservoirs ; surface reservoir sites investigated 144 DISPOSAL OF RAINFALL: Transpiration; evaporation 152 Chapter 5 SUMMER CONSUMPTIVE USE AND NATURAL LOSSES- Observations on moist lands ^^^ Chapter fi ABSORPTION OF WATER BY GRAVELS- Existing spreading works _ jgj; Ckaptpr 7 RATE OP MOVEMENT OF UNDERGROUND WATERS ISO HYDROGRAPHY: Chapter 8 Seasons 1926-27 and 1927.28; long period run-off; supply 34 year neriod • 'JZ^'^^tl"^ ^-""^^^ ^^ y^^'' P^"°<^: supply retained in basin -^Ifavelstorl CONTENTS V Payo Chapteu 9 IRRIGATION AND DOMESTIC UTILIZATION: Duty of water; monthly demand; service organizations 216 Chapter 10 RAINFALL. RECORDS 222 Chapter 11 FOREST FIRES AND THEIR EFFECT ON FLOOD FLOWS: Run-off from a burned area 223 Chapter 12 HISTORIC GEOLOGY RELATING TO THE ABSORPTIVE SEDIMENTARY P'ORMATIONS : Geology of the lower canyon of the Santa Ana River 225 PART III Hydrographic Data Chapter 1 UNPUBLISHED DISCHARGE RECORDS OF U. S. GEOLOGICAL SURVEY: 1924-1928 — 271 Gage Station Index Xumber Location 1-4 San Antonio Creek near Claremont 271 1-5 Southern California Edison Co.'s canal near Claremont 271 10-1 Lytle Creek near Fontana 272 10-3 Fontana pipe line near Fontana 272 11-1 Lone Pine Creek near Keenbrook 272 12—1 Cajon Creek near Keenbrook 273 20-1 Devil's Canyon Creek near San Bernardino 273 21—1 "Waterman Canyon Creek near Arrowhead Springs 273 22—1 Strawberry Creek near Arrowhead Springs 274 26-1 City Creek near Highland 274 26-2 City Creek Water Co.'s canal near Highland 274 29-1 Plunge Creek near East Highland 275 31—1 Santa Ana River near Mentone 275 31-2 Southern California Edison Co.'s canal near Mentone 275 31-3 Greenspot pipe line near Mentone 276 33-1 Mill Creek near Craftonville — __— 276 33-2 Mill Creek Power Canal Xos. 2 and 3 near Craftonville 276 33-3 Mill Creek Power canal No. 1 near Craftonville 277 A-2 Meeks and Dalev canal near Colton 277 A-3 "Warm Creek near Colton 277 C-1 Santa Ana River near Prado — — — 278 E-1 Santa Ana River at Santa Ana 278 50-1 Santiago Creek near Villa Park 278 50-2 Serrano and Carpenter canal near Villa Park 279 Chapter 2 STREAM DISCHARGE RECORDS, SANTA ANA INVESTIGATION: At stations maintained by State of California 280 Gage Statioji Index Nxi7nber Location 1-1 San Antonio Creek; Spreading Diversion near Claremont (Coop. L. A. Co. flood control — Water-stage recorder 280 1-2 San Antonio Creek ; Spreading Waste near Claremont — ^Water-stage recorder 282 1-3 San Antonio Creek at Power House No. 1 bridge near Claremont — Staff — 283 1-7 Ontario Power Co.'s diversion near Claremont — Report 285 2-1 Cucamonga Canyon near Upland — Water-stage recorder 287 3-1 Deer Creek near Cucamonga (Coop. Hermosa Water Co.) — Staff— 289 3-2 Hermosa Water Co. diversion from Deer Creek near Cucamonga — Report 289 4-1 Dav Canyon near Etiwanda — Water-stage recorder 290 4-3 Etiwanda Water Co. diversion for spreading from Day Canyon near Etiwanda (Coop. Etiwanda Water Co.) 293 5-1 East Etiwanda Creek near Ktiwanda — Staff 294 6-1 Ingvaldsen Canyon near Etiwanda — Staff 296 7-1 San Sevalne Canvon near Fontana — Staff 298 8-1 Hawker Canvon near Fontana — Staff 300 9-1 Howard Canyon near Fontana (Coop, with R. B. Peters) — Staff „ 302 10—5 Lytle Creek at Santa Fe R. R. bridge near Rialto — Water-stage recorder 303 13-1 Calwell Creek near Keenbrook — Staff 304 14-1 Medlin Canyon near Devore (Coop, with R. B. Peters) — Staff 306 15-1 Kimbark Canyon near Devore (Coop, with R. B. Peters— Staff 307 Vi CONTENTS Gage Station Index Number Location 16-1 East Kimbark Canyon near Devore (Coop, with R. B. Peters) — Staff 3Qg 17-1 Unnamed Canyon near Dovore (Coop, with R. B. Peters) — Staff 310 18-1 Ames Canyon near Devore (Coop, with R. B. Peters) — Staff 311 19-1 Cable Canyon west of Devil's Canvon — Staff 312 19-2 Cable Canyon, Meyer's Company Pipe Line 313 20-2 Devil's Canyon, City of San Bernardino Diversion 314 23-1 Bishop's Canyon near Patton — Staff 315 24-1 Little Sand Canyon near Patton — Staff 316 25-1 Sand Creek near Patton — Staff I 317 27-1 Reservoir Canyon near East Highland — Staff 319 28-1 East Highland Storm Drain near East Highland — Staff 321 30-1 Oak Canyon near East Highland — Staff 322 32-1 Morton Canyon near Mentone — Staff 324 34-1 Spoor Canyon near Yucaipa Gateway — Staff 325 35-1 Ward Canyon near Mentone — Staff 325 36-1 San Timoteo near Redlands (Coop. City of Redlands) — Water- stage recorder 326 38-1 Reche Canyon near Redlands — Staff 328 A— 1 Santa Ana River at Colton — Water-stage recorder 329 39-1 Box Springs Canyon near Riverside — Staff 331 40—1 Sycamore Canyon near Riverside — Staff 332 41-1 Unnamed Creek near Riverside — -Staff 333 42-1 Mocking Bird Canyon near Arlington — Staff 335 B-1 Santa Ana River near Arlington ; Pedley Bridge — Water-stage recorder __ 336 C-2 Chino Creek near Chino — W^ater-stage recorder 338 44-1 Temescal Creek near Corona — Staff 340 E— 2 Drainage Ditches, Lower Basin, Fairview Drainage Ditches — Staff- 342 E— 3 Drainage Ditclies, Lower Basin, Irvine Ranch — Staff 342 E— 4 Drainage Ditches, Lower Basin, Fairview Drainage Ditches — Staff 343 E— 5 Drainage Ditches, Lower Basin, Fairview Drainage Ditches — Staff 343 E-6 Drainage Ditches, Lower Basin, Talbert — Staff 344 E-7 Drainage Ditches, Lower Basin, Talbert — Staff 3 45 E— 8 Drainage Ditches, Lower Basin, Talbert — Staff 345 E-9 Drainage Ditches, Lower Basin, Talbert — Staff _ 346 E— 10 Drainage Ditches, Lower Basin, Wintersburg — Staff 346 E-11 Drainage Ditches, Lower Basin, Wintersburg — Staff 347 E-12 Drainage Ditches, Lower Basin, Wintersburg — Staff 348 E— 13 Drainage Ditches, Lower Basin, Los Alamitos — Staff 348 E— 14 Drainage Ditches, Lower Basin, Los Alamitos — Staff 348 E-15 Drainage Ditches. Lower Basin, Los Alamitos — Staff 348 49-2 Carbon Canyon (Coop. Orange Co. Flood Control)- — Staff 349 49-1 Carbon Canyon (Coop. Orange Co. Flood Control) — Staff 350 E-16 Placentia-Foothill Drainage (Coop. Orange Co. Flood Control) — Staff — 350 48-1 Brea Canvon (Coop. Orange Co. Flood Control) — Staff 351 47-1 Brea Canyon (Coop. Orange Co. Flood Control) — Staff 352 Chapter 3 COMPILATION OF SUMMER MEASUREMENTS (JULY, AUGUST AND SEPTEMBER) : .Santa Ana River at Prado and Pedley Bridge, 1878-1928 353 Index Nwnber Location Gage Station C-1 Santa Ana River, at Division Box of Santa Ana Valley Irrigation find Analieim Union Water Companies ; 1 mile below U. S. G. S. Station at Prado, and practically identical with it in dis- charge ; after July 1, 1919, at U. S. G. S. gaging station at Prado 353 B— 1 Santa Ana River at Pedley Bridge at Riverside Narrows 355 Summary three months ."summer flow in acre-feet of Santa Ana River at U. S. G. S. Station at Prado 356 Summary three months summer flow in acre-feet of the Santa Ana River at Pedley Bridge or Riverside Narrows 356 Comparison of three months .summer flow of the Santa Ana River at Prado and Pedley Bridge, in acre-feet 357 TABLES VI 1 TABLES Page Summary of cost estimates 23 Part I A. Decrease in water table 43 B. Escape into the ocean 45 C. Capital floods without regulation 48 Part II 1. Assessed valuation, 1927 97 2. Mountain and valley 97 3. Habitable area 98 4. Irrigated and domestic areas, 1927 98 5. Historic increase of acreage of irrigation and domestic use 98 (>. Crop classification 99 7. Service area 99 8. Water supply originating within each basin 100 9. Input to each basin 101 10. Supply retained in each basin 101 11. Maximum reservoir and gravel storage utilized 103 12. Consumptive use and natural losses by basins 103 13. Peak flood discharge 108 14. Flooded areas 110 15A. Repose gradient and scouring gradient ; velocity of transportation of solids or debris 113 15B. Silt and debris transportation during floods 114 16. Existing- major surface reservoirs 144 17. Existing underground storage 144 18. Detail calculation of rainfall penetration 155 19. Summary of rai;ifall penetration calculations, 1926-27 155 20. Rainfall penetration for 1926-27 155 21. Summary of rainfall penetration calculations for 1927-28 156 22. Rainfall penetration for 1927-28 156 22A. Summary of estimates of penetration, by basins for 1926-27 and 1927-28 156 22B. Estimate of mean penetration values for varying rainfall 157 23. Consumptive use 158 24. Duty of water for various crops 158 25. Natural losses in river beds 159 26. Losses by consumptive use 160 27. Observed rates of absorption 161. 28. Absorption areas in river beds 179 29. Summary of underflow determination 181 30. Storm flow by altitude and gradient 185 ?]. Observed and estimated run-off, 1926-27 186 32. Run-off, foothills and isolated hills 187 33. Supply and escape for various basins in 1926-27 and 1927-28 188 34. Run-off of measured streams, 34 year period 199 35. Supply originating locally in each basin, 34 year period 200 3 5 A. Supply originating locally segregated by source by information and auth- ority 200 36. Input to each basin, 15 year period 201 37. Escape from each basin, 15 year period 202 38. Reservoir and gravel storage, Upper Basin 202 39. Reservoir and gravel storage, Jurupa Basin 203 40. Reservoir and gravel storage, Cucamonga Basin 203 41. Reservoir and gravel storage, Temescal Basin 204 42. Reservoir and gravel storage. Lower Basin 204 43. Logs of wells near Santa Ana Gap; Bolsa Chlca Gap; and Anaheim Gap 208 44. Average duty of water by basins 216 45. Monthly demand for irrigation 218 46. List of water organizations 219 47. Seasonal rainfall. 1926-1927 222 48. Forest fires 223 Vlll PLATES PLATES Page Aeroplane map. Santa Ana River, west of Riverside Frontispiece Plate A Outline map opp. l I'late 1 Basin areas opp. 12 Plate Drainage systems " opp. 18 Part I Plate B Plate C Plate D •Plate R Plate G Plate H Plate I Plate J Plate K Plate L Plate M Plate N Plate O Plate P Plate Q Plate R Plate S Plate T Plate U Hydrographic diagram, 1926-27 39 Hydrographic diagram, 1927-28 40 Perennial flow of Middle Santa Ana River opp. 40 Change in ground water levels, 1904-1927 opp. 42 Pilirea reservoir site 62 Forks reservoir site 63 Turk Basin reservoir site 64 Myer reservoir site 65 Yucaipa reservoir site 66 Singleton reservoir site 67 Little Mountain reservoir site 68 Declez reservoir site 69 Red Hill reservoir site 70 Jurupa reservoir site 71 Blue Diamond reservoir site 72 Lower Santiago reservoir site 73 Declez Canal opp. 78 Upper Prado reservoir site 74 Lower Prado reservoir site 75 Part II Plate 2. ■Plate 3. Plate 4. Plate 5. Plate 6. Plate 7. Plate 8. Plate 9. Plate 10. Plate 11. Plate 12. Plate 13. Plate 14, Plate 15. Plate 16. Plate 17. Plate 18. Plate 19. Plate 20, Plate 22 Dam cross sections used in estimates 146 Kainfall penetration stations opp. 152 Spreading works San Antonio Creek 164 Spreading works Cucainonga Creek 168 Spreading Lytle Creek 171 Tricounties spreading north of Redlands 174 Spreading works Mill Creek 177 Stream measurement stations opp. 184 Run-off curves of unmeasured streams opp. 198 Section along Dominguez Ridge 211 Section near mouth of Santa Ana River 212 Forest fires in National Forests opp. 222 Diagramatical representation of the three stages in the formation of the absorptive sediments of the Santa Ana River 235 Second sheet of above 236 Geological sections A-A and F-F 237 Geological sections G-G and C-C ' 238 Geological sections E-E and H-H 239 Geological sections K-K and Ij-L 240 Condensed profile of Santa Ana River 112 Geology of Lower Canyon of Santa Ana River opp. 264 IIjLUSTliATlONS IX ILLUSTRATIONS Part II Page Fig-. 1. Sawpit Canyon near Monrovia, April 7, 1925. A flood of 100 second feet 10!) Fig. 2. San Dieguito River near San Diego. Spillway of Lake Hodges, flood of 10,000 second feet 110 Fig. 3. Hansen Canyon, tributary of Big Tujunga Canyon near Sunland. Ero- sion on banks after flre December 23, 1919 11'! Fig. 4. Sawpit Canyon near Monrovia. Rock transported on to bridge by flood of April 7, 1925 IKi Fig. 5. Slide Peak in Bear Creek branch of Santa Ana Canyon. Source of debris shown in foreground 117 Fig. 6. Remnant of natural dam at former Slide Lake, caused by debris car- ried from Slide Creek, a side canyon. The dam was washed out by flood of February, 1927 117 Fig. 7. Check dams in Picken.s Canyon. 3rd and 4th check dams above foot bridge near Wliite place 124 Fig. 8. Check dams on Pickens Canyon. 1st and 2nd check dams above foot bridge near White place 124 Fig. 9. Channel Control. Single pipe and wire mesh at Junction San Dimas and Big Dalton washes 125 Fig. 10. Channel Control. Rock wall mattress construction on San Gabriel River south of Foothill boulevard 125 Fig. 11. Channel Control. Piling and wire mesh, east bank of Los Angeles River, below Pacific Electric Railway bridge near Whittier 126 Fig. 12. Channel Control. Piling and wire mesh, west bank of Los Angeles River, below Pacific Electric Railway bridge near Whittier 120 Fig. 13. Channel Control. Rock wall mattress overturned on San Gabriel River north of Foothill boulevard 127 Fig. 14. Channel Control. Rock wall mattress overturned on San Gabriel River north of Foothill boulevard 127 Fig. 15. Channel Control. Same overturned rock wall mattress shown in Fig. 7, still effective in bank protection 128 Fig. IG. Channel Control. Same overturned rock wall mattress shown in Fig. 7, still effective in bank protection 128 Fig. 17. Channel Control. Long Beach Channel north of Anaheim bridge 129 Fig. 18. Channel Control. Long Beach Channel north of Anaheim bridge, showing rip-rap ^~ 129 Fig. 19. Channel Control. Los Angeles River south from Workman Station 130 Fig. 20. Channel Control. Junction of Los Angeles River and Rio Hondo at Workman Station 130 Fig. 21. Rock and wire mattress. Placing rock preparatory to sewing 131 Fig. 22. Rock and wire mattress. Sewing mat with tie wires 131 Fig 23. Los Angeles River near Universal City. 4-inch rock and wire mattress 132 Fig. 24. Double line, pipe and wire 132 Fig. 25. Single line, piling and wire 133 Fig. 26. Double line, piling and wire 133 Fig. 27. Typical check dam construction 134 Fig. 28. Typical check dam construction 134 Fig. 29. Puddingstone Conduit 135 Fig. 30. Puddingstone Conduit 135 Fig. 31. Verdugo Conduit 136 Fig. 32. Rubio Conduit 136 Pig. 33. Sierra Madre Conduit, rubble wall construction 137 Fig. 34. Sierra Madre Conduit, rubble wall construction 137 Fig. 35. Los Angeles River. Gunite construction, looking downstream from Pacoima avenue 138 Fig. 36. Los Angeles River channel clearing 138 Fig. 36A. Chapman street bridge protection works 142 Fig. 37. Cucamonga Water Company. Spreading dam on Cucamonga Creek. This dam is at right angles to the stream 169 Fig. 38. Cucamonga Water Company. Diagonal spreading dam one-half mile below dam in Fig. 37, showing the outlets to supply the spreading ground 1^^ Fig. 39. Lytle Creek spreading and diversion dam. Intake in the distance 172 .Fig. 40. Lytle Creek spreading and diversion dam. Flood on April 6, 1926 173 X ILLUSTRATIONS Page Fig. 41. Con.servation Association Works on Santa Ana River. Wire wall diversion dam ' 175 Fig-. 42. Conservation Association Works on Santa Ana River. A settling basin 175 Fig. 43. State Gaging Station on San Antonio Creek near Claremont 182 Fig. 44. State Gaging Station on Chino Creek near Chino 182 Fig. 45. State Gaging Station on Cucamonga Canyon near Upland 183 Fig. 46. State Gaging Station on Day Canyon near Etiwanda 183 MAPS (In pocket of separate volume) Santa Ana River. (6 sheets). Lytle Creek. Flooded areas, 1927. Drainage areas. Areas using water, 1S88, 1904, 1912, 1927. Irrigated and domestic areas. 1927. Service areas. Elevation of ground water in recent gravels, Autumn of 1927. Depth of ground water in recent gravels, Autumn of 1927. Change in underground water level, Autumn of 1925 to Autumn of 1927. Lines of equal rainfall. Index map showing existing reservoirs, spreading grounds, and reservoir sites surveyed. Map 13. Surveys of reservoir sites. (2 sheets). Sheet 1 — All except Lower Santa Ana Canyon. Sheet 2 — Lower Santa Ana Canyon. Map 14. Areal geology. Map 1. Map 2. Map 3. Map 4. Map. 5. Map. 6. Map 7. Map 8. Map 9. Map 10. Map 11. Map 12. 1» 3 1- le [t i- i- :.it J, : C 63685 STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS SACRAMENTO DrVISIOX OF EXGIXEERING AND Irrigation Hon. C. C. Young, Governor of California, Capitol Bnilclingr, Sacramento. California. Subject : Santa Ana Investigation. Sm: TJjere is transmitted herewith the report entitled "Santa Ana Investi- gation," prepared under the direction of the Division of Engineering and Irrigation, Department of Public Works, pursuant to an act of the Legislature, Chapter 809. Statutes of 1927. The report contains a complete study and suggested solutions for fiood control on the watershed of the Santa Ana River, within the counties of San Bernardino, Riverside, Orange and Los Angeles. It embraces a detailed compilation of engineering and statistical informa- tion, a description of fifty possible unit structures and illustrative com- binations of works for the consideration of public bodies in carrying out flood control. The report indicates that flood control may be successfully achieved, and that its extent is largely dependent on the amount which public bodies eventually decide to appropriate for this purpose. Respectfully submitted. State Engineer. X Fig. 41 Fig-. 42-" I Fig. 43; Fig. 44 rig. ti -. ' Fig. 4E» IfMr ' eieii:3 STATE OF CALIFORNIA DEPARTMENT OF PUBLIC WORKS SACRAMENTO Division of Engineering AND Irrigation Hon. C. C. Young, Governor of California, Capitol Bnilding, Sacramento, California. Subject : Santa Ana Investigation. Sir: TJjere is transmitted herewith the report entitled "Santa Ana Investi- gation," prepared under the direction of the Division of Engineering and Irrigation, Department of Public Works, pursuant to an act of the Legislature, Chapter 809. Statutes of 1927. The report contains a complete study and suggested solutions for flood control on the watershed of the Santa Ana River, within the counties of San Bernardino, Riverside, Orange and Los Angeles. It embraces a detailed compilation of engineering and statistical informa- tion, a description of fifty possible unit structures and illustrative com- binations of works for the consideration of public bodies in carrying out flood control. Tile report indicates that flood control may be successfully achieved, and that its extent is largely dependent on the amount which public bodies eventually decide to appropriate for this purpose. Respectfully submitted. State Engineer. ACKNOWLEDGMENTS Acknowledgment for map information is made to the following: Bureau of Waterworks and Supply, city of Los Angeles ; Southern Cali- fornia Gas Company; Surveyor, San Bernardino County; Surveyor, Riverside County; Surveyor, Orange County; Orange County Flood Control; Ontario-Cucamonga Fruit Exchange; Water Department of city of San Bernardino and Engineering Departments of the Santa Fe and Union Pacific railways. Acknowledgment is made in Part III of the various water companies who liave cooperated by furnishing discharge records of canals. Acknowledgment is made to a large number of water companies who have furnished statistical information relative to service areas and use of water. Ttese companies are listed in Table No. 46, page 219. Acknowledgment is made of well observations furnished by Lytle Creek Conservation Association. The preparation of the hydrographic tables has been greatly facili- tated by the constant cooperation of Mr. McGlashan and Mr. Ebert of the United States Geological Survey. It is impossible to give in detail tlu^ valuable assistance received from informal conferences throughout the course of the investigation. A general acknowledgment, however, is due to the numerous individuals whose information was placed at the disposal of the investigation. The bulletin has been prepared in consultation with an engineering advisory committee, the members of which were : George S. Hinckley (San Bernardino County) A. L. SoxDEREGGER (Rivcrsidc County) J. B. Lii'riNcoTT 1925-26 (Orange County) Paul Bailey 1927-28 (Orange County) ORGANIZATION B. B. Meek Director of Public Works Edwakd Hyatt State Engineer Harold Conklixg , In Supervisory Charge William S. Post Engineer in Charge W. P. Howe Special Assist'int Chester Marliave Principal Assistant E. W. Roberts Office Engineer E. D. Stafford Topographer Franklin W. Bush, Jr Hydrographer J. A. Case Hydrographer H. C. Troxell Hydrographer FOREWORD Scope of u'orl- completed. The collection and summarizing of facts, bearing on flood and conservation conditions has been the prime object of this investigation. The main eifort has been to arrange statistics and summaries of results in such a form that conclusions may be reached as to the method and construction of works. I The designation of what works should be built is a function of the ' local public bodies. The purjiose of this report is to make public all possibilities which have been examined and indicate those which were technically feasible. In the preparation of this report there were already on hand, pre- ])ared from work done in 1925-26, toiiogi-aphic maps and detailed esti- mates ot cost on 14 reservoir sites, an analysis of the hydrography of the Santa Ana River and its tributaries, preliminary estimates of reser- voir performance, records of dam site exploration by core drilling on two sites, well measurements and underground water studies, a survey of irrigated lands and a geologic report. The "Report of Santa Ana Cooperative Investigations" for 1925-26, dated April 2, 1927, prepared by the then State Engineer, with the approval of a consulting engineer- ing connnittee will be found published in full in the succeeding section, page 9. In the fall of 1927. a round of well measurements was made through- out the Santa Ana watershed ; stream gaging stations were installed on oS streams, which have not been hitherto measured, and records of diversion were collected from water organizations, as far as necessary to complete the statistics of inflow and outgo from various basins. The most important of the new gaging stations are on the Santa Ana at Colton, the Santa Ana at Pedley Bridge, and the stations measuring the escape of water into the ocean. As the season, 1927-28, proved to be one of small run-off, it became increasingly desirable to include the season of 1926-27, which was above normal. There is presented in Part II an intensive study of these two seasons, in which all minor streams are included. This study is intended to be the guide form for future hydrographic observations and is thought to be more complete than any preceding type of analysis. In the fall of 1927, cooperation Avas undei-taken with the U. S. Depart- ment of Agriculture in charge of II. F. lilaney, to determine the pene- ti-ation of rainfall into the ground water on the valley floor. This determination is of vital importance in the accurate analysis of water conditions. Heretofore it has been an uncertain element of all studies. A complete survey of flood heights of 1927 on all major and minor streams has been made and maximum discharges calculated. On account of the lack of a modern base map upon which to publish results, there has been jn-ejiared a base map on a scale of one mile to one inch. There have also been prepared seven maps of the Santa Ana River and Lytle creek from various authentic surveys and from original surveys by this investigation. Surveys of five reservoir sites were also made in 1928, and test bor- ings on two of these sites. On tiie Prado reservoir site, an intensive geological study and test drillings have been prosecuted in cooperation with Orange County Flood Control. b DIVISION OF ENGINEERING AND IRRIGATION LEGISLATIVE ACTS The initial act providing for the Santa Ana investigation was passed by the Legislature of 1925, as follows : CHAPTER 476 An act to provide for the surveij of and tvorks hi and upon the Santa Ana river tvatcrshed and basin for flood coiitrolj and making an appropriation therefor. (I object to the item of fifty thousand dollars in section 1 and reduce the amount to twenty-five thousand dollars. AVith this reduction I approve the bill. Dated : May 23, 1925. Friend Wni. Richardson, Governor.) The people of the State of California do enact as folloios : Section 1. The sum of fift.v thousand dollars is hereby appropriated out of auy money iu the state treasury, uot otherwise appropriated, to be expended under the direction of the division of engineering and irrigation, state department of public works, for the purpose of making a sun'ey of the Santa Ana river watershed and basin and for the construction of works for the control of floods of the Santa Ana river and its tributaries; provided, however, that the sum herein appropriated shall not be available until an equal amount shall have been appropriated for the same purpose by the counties of San Bernardino, Riverside and Orange. The Legislature of 1927, under Senate Bill No. 888 presented by Hon. Ralph Swing appropriated the sum of $40,000, provided an equal amount be appropriated bj^ the counties for a continuance of this work. By action of the counties, one-half of this sum, or $40,000 in all, became available in October, 1927. After July, 1928, the remainder was made available. The act is as follows : CHAPTER 809 An act to provide for a survey of and tcorks on the Santa Ana river toatershed and basin for flood control and making an. appropriation therefor. (I object to the item of fifty thousand dollars in section 1 of Senate Bill No. 888, and reduce the amount to forty thousand dollars. With this reduction, I approve the bill. Dated: May 28, 1927. C. C Young, Governor.) (Approved by the Governor, May 28, 1927) The people of the State of California do enact as folfows : Section 1. The sum of fifty thousand dollars is hereby appropriated out of any money in the state treasury, not otherwise appropriated, to be expended under the direction of the division of engineering and irrigation, department of public works, for the purpose of making an iuvostigatinu and a survey of the Santa Ana river watershed and basin to determine the method of and the construction of works for controlling the floods of said Santa Ana river and its tributaries. Said investigation and survey shall be completed and a report thereof made to the governor prior to the first day of December, 1928; provided, hoivever, that such sum shall be avail- able when there is available or shall hereafter be made available by any political subdivision, or subdivisions of the State of California or by the federal government, or by other interested party, or parties an e(iual amount for such purpose. FINANCIAL STATEMENT Appropriation, 1925-26. Under chapter 47G, Statutes of 1925, the stale appropriated $25,000 ; the counties appropriated $25,000 $50,000 Segreuation of Appropriation, 1927-28; (State of California $40,000; counties $40,000.) Equipment $2,000 Office 12.000 Well measurement 5,000 Hvdrography 14,000 Surveys 4,000 Jieservoirs, drillings and geology 10,000 I'ul)licatiou 10,000 U. S. Department of Agriculture 12,000 U. S. Geological Survey 11,000 $80,000 p RAXTA ANA INVESTIGATION 7 BIBLIOGRAPHY Water Supi)h/. U. S. Geological Survey. Water Supply Papers 71, 147, 511, 531, 551 and 571. Floods. U. S. Geological Survey, Water Supply Paper 426, Southern California Floods of January, 1916. Flood Control. Krpdrt on Water Conservatitni and Flood Control on the Santa Ana River for ( Mange County ; Lippincott, 1925. Reports of the Board of I'higiueers Flood Control, Los Angeles County, 1915. l\aiii.faU. U. S. Weather Bureau, Summaries of Climatological Data. U. S. Geological Sun'ey, Water Supply Piiper 81. Ifistorlcal Dcf>eriptions : Developed Projects; Canals; Wells; Crops; Duiii of Water; Statistics. Irrigation in California, Wm. Ham. Hall, State Engineer, 1888. V. S. Geological Sun-ey. Water Supply Pai>ers 59, 60. Department of Agriculture, Office of Experiment Stations. Bulletin 236. Report of the Conservation Commission of California, 1912. Agricultural Survey of Orange County, L. A. Chamber of Commerce, 1925. L'nderground Waters; Well Depths. U. S. Geological Sui-vey, Water Supply Papers 137, 142. 219, 468. California Water Resources Investigation, Bulletin 17, The Coordinated Plan of Water Development in Southern California, Div. of Engr. & Irr., Dept. of Pub. Works, 1929; in press. (The well records taken by the Santa Ana Investigation are to be published only in this Bulletin.) Water Spreading. Hydraidic Phenomena and the Effect of Spreading of Flood Water in San Bernar- dino Basin, Southern California, A. L. Sondereggei", Trans. Am. Soc. C. E.. Vol. 82, 1918. Preliminary Report on Conservation and Control of Flood Water in Coachella Valley, California, C. E. Tait, State of California, Department of Engineering. Bulletin No. 4. 1917. Spreading Water for Flood Control. C. E. Tait, South. Calif. Section, Am. Soc. C. E.. Bulletin. Volume 1, No. 4, 1919. Water Spreading as a ^Measure of Flood Control, Willis S. Jones, South. Calif. Section, Am. Soc. C. E., Bulletin, Volume 1, No. 4, 1919. Colorado River Project. The proposeronnd space for each acre- foot conserved. A clearer vioAv of the effect of conservation on the Avater supplies may be obtained by an approximate estimate of the origin of the 33,000 acre-feet now wasting; in the channel of the Santa Ana. Such estimate is as follows : Origin of Water Wasting via Santa Ana Channel Arrraye 3 't years Acre- feet Percent From Upper Basin 14.000 42 I'roni .Tiirupa Basin .■?,000 9 T'r(im Ciiramonga .1.000 9 From Temesral fi.OOO 18 From Santiago Creek 7,000 22 33.000 100 While averao-es are a convenient basis on which to express the broad outline, yet to o-ain an idea of the works necessary to control the average requires consideration of the run-off of individual years and even days. For example, in the hidi year of 1916 the estimated waste was 286,000 acre-feet which is considerably more than the averaj^e mountain run-off to the valley on the surface. In the year 1922 the waste was 135,000 acre-feet. If the wastes of these two years be taken out, the remaining average wa.ste is 23.000 acre-feet. It is likewise with that ]iortion of the waste estimated to come from Upper Basin. In the above two years it is estimated to be 143,000 and 46,000 acre-feet, respectively. If excluded the average waste of the remainder of the 34-year period is DOOO acre-feet. There are no other years as high as 1916 but on the average one year in five gives discharge far above normal. Although the average is one year in five, the interval between the high years is very irregular. The ]iroblem of conservation lies in getting the water of the.se excep- tional years into the ground in such way that it will be retained long enough to be of use. It is no simple matter but sp complex that much more study will be necessary before the problem can be fully solved. The works enumerated will probably enable nearly all the flood escape from Upper Santa Ana Canyon to be retained in Upper Basin tempo- rarily but it is certain that only a part of this water will be retained sufficiently long to be available in that basin or for exportation from it unless the water plane is permanently lowered to make more capacity available. It is believed that two-thirds of tlie 3000 acre-feet of surface flow estimated to wa.ste from C'ucamonga Basin will continue to waste from that basin in spite of the probable spreading which will be done, 22 DIVISION OF ENGINEERING AND IRRIGATION since a considerable part originates as rainfall on the valley floor and can not be salvaged in the basin. The waste from Temescal Basin is estimated to come partly from overflow of Elsinore Lake and this prob- ably will decrease. It is evident that with the foregoing works the bulk of the salvage of flood waters will be at Lower Santa 7\na Canyon. It is improbable that the water plane in the coastal plain is low enough at this time to impound the wastes of years like 1916 and hold them over for the dry years. In any event it will be difficult to dispose of so much water Avithout merely increasing waste of the water placed underground. Salvage in Upper Basin will aid in this. Location of Salvaged Waters. The works heretofore enumerated would, it is estimated, enable a quantity equal over a term of years, amounting to somewhat less than 40 per cent of the waters which now waste into the ocean via Santa Ana River, to be controlled in the basins above Lower Santa Ana Canyon. The remaining 60 per cent would be caused to percolate in the coastal plain if sufficient area of spreading works exist. ]\Iost of the 40 per cent which may be retained above Lower Santa Ana Canyon is tribu- tary to Upper Basin, and it will be salvaged in the main by causing it to percolate within the Upper Basin. Although it is controllable in the Upper Basin this does not necessarily mean that it will be retained and used there. The large amounts which come in the wet 3^ears and the limited capacity of Upper Basin militate against this and it is believed that the surplus salvage of the wet years will tind its way down river within two or three years after being salvaged. Therefore it is prob- able that a part of this would reach the coastal plain even if detained for a time in Upper Basin. The estimated 32,000 acre-feet wasted into the ocean along the fringe of the coastal plain or evaporated from moist lands in the coastal plain will of course be used there, if it can be salvaged. The eventual destination of the 20,000 acre-feet estimated evaporation in Upper Basin and the 15.000 acre-feet estimated evapora- tion along the river bed from Colton to the lower end of Lower Santa Ana Canyon will be decided by the future, and this report only con- cerns itself with pointing out that wastes do exist in the localities mentioned. Protection of Flood Control Works. The valleys are filled by erosion from the mountains and the streams have wandered widely over them. Flood control works are for the pro- lection of the works of man and if successful will hold the water to a narrow permanent course. Future erosion from the mountains will be deposited only in this channel instead of over the wide plain, and hence flood control tends to defeat itself because it changes the processes of nature. The reservoirs in time will fill with debris. The best works that can be constructed are thus limited in length of service because of the constant erosion from the mountains. Flood control works must therefore themselves be protected. Rights of way along channels must be wide enough to give opportunity for storage of materials brought down by successive floods and which must be excavated from the chan- nels. Erosion rate may be decreased by check dams in each smallest SANTA ANA INVESTIGATION 23 mountain ji:uk'h beginning at the extreme head. This matter deserves mueli further study. Increasing Water Supply. On the average it is believed that tlie more prolific area of the moun- tain watershed transpires about two feet in depth of Avater in the aver- age year. It is reasonable to assume that if the average size of the vegetation or the average leaf surface per acre were smaller less water would be thus lost and that the water saved from transpiration in the mountains Avould reach the valley and augment the supply for valley hinds. ^Methods of safely effecting such reduction in consumption of water in the mountains are worthy of serious study by the proper authorities in view of the great need for additional water. There is also the possibility, fully discussed in the report, of addi- tions to the supply from outsde the watershed by utilization of sewage and the Colorado River Aqueduct. SUMMARY OF COST ESTIMATES The following table shoft-s features reported on during the course of the investigation withort '■egard to their feasibility. Each feature is discussed on other pages of this repoit as noted bilcw. Stream Height of dam in feet Capacity of reservoir in acre-feet Estimated cost Feature Per acre-foot of capacity Total Page reference Reservoir sites Blue Diamond Bhie Diamond . Temcscal Creek Temescnl Creek Chino Creek Mill Creek 160 no 75 305 45 81,500 31,000 39,000 16,000 9,500 65,000 4,000 19,600 12,200 6,000 $50 $1,081,000 1,600,000 3,200,000 9,000,000 1,100,000 4,847,000 1,700,000 8,000,000 59, 72, 87, 89 88 Chino Grafton 82 585 113 60, 89, 150 56 1.50 Declez Near Fontana Near Fontana 58 69 Declez 59 89 Filerea Forks Hemlock Santa Ana River Santa Ana River Santa .4.na River Citv Creek . . 178 310 255 300 421 40', 19, 55, 62, 89, 148 19, 56, 63. 84. 87. 88, 149 56 149 Highland 520 3,100,000 56 148 Hot Springs Lytle Creek .-- 57 Irvine . Near Newport.. ... Santa Ana River Cajon Creek San .Antonio Creek- . 40 85 180 16.800 65,000 16,600 15 113 325 242.000 7,300,000 5,400,000 61 89 Junij a Kecnbrook KelivLake 59,71.87,88, ISO 56, 148 57 Little Mountain little Mountain Near DenI Canyon.. Near De\-il Canyon.. Santa Ana River Myer Canyon.. Cucamonga Creek.. _ San .\ntonio Creek .. Santa Ana River Santa Ana River Cucamonga Creek... San t ia go Creek Santiago C'eek Sm Anto! io Creek 50 150 310 157 270 250 155 93 60 110 137 2,600 72,800 25,000 5,000 3,500 9,200 180,000 180,000 1,000 23,600 32.000 370 964,000 58,68 58 89 Mentone Myer . .. 760 400 865 570 62 42 617 51 60 19,000.060 2,ono,foo 3,000,000 5,300,000 11.800,000 7.600,000 617,000 1,188,000 2,215,000 56, 149 57 65 80 Narrows 57 147 Ontario 57 147 Prado (lower) Prado (upper) Red Hill San t ago (lower) Santiago (upper) Sierra 20, 60, 151 60, 74, 84. 86, 87. 151 58,70 61, 73, 84, 87, 88. 8G 61,89 57 Singleton '• Si'igleton Creek Slide Lake.. Bear Creek 80 5,500 200 1,100,000 58, 67. 89 56, 117 Sunset West of Camp Baldy- Lytlc Creek 30 268 155 700 22.700 5,000 57 Turk Basin No. 1 340 496 7.700.000 3,970,000 57. 147 Turk Basin No. 1 Lytle Creek ''O 64 84 87 88 Turk Basin No. 2 Lytic Creek 57 Yucaipa Live Oak Creek 110 7.500 198 1,500,000 58, 66, 89 24 DIVISION OF ENGINEERING AND IRRIGATION SUMMARY OF COST ESTIMATES— Continued The following table shows features reported on during the course of the investigation without regard to their feasibility. Each feature is discussed on other jages of this report as noted below. Feature Location and description Estimated cost Page reference ? 1,000,000 78, 79. 88 150,000 78, 165, 168, 169, 170 50,000 78, 165 100,000 T., 165. 171, 172, 173 500,000 77, 78, 88 270,000 77,88, 165, 1(7, 178 1,100,000 19, 76. 88 775,000 80 3,000,000 80,89 2,465,000 79 500,000 80 150,000 80 80,000 79 300,000 80,89 704,000 82,84 100,000 82,84 430,000 82,84 150,000 78,84 100,000 82,84 1,500.000 82,84 3,500,000 82, 83, 84, 86 150,000 83 600,000 82,84 Spreading works Anaheim Channel- - Cucamonga Day and Etiwanda. Lytle Creek Lytle Creek Mill Creek _. Santa Ana Cone Canals Chino Conservation Deciez Gage Irvine Little Mountain Salvage Channel control works City Creek Lytle Creek Lytle Creek San Antonio Creek. - . Santa Ana River Santa Ana River Santa .Ana River San Jacinto and Ferris San Timoteo Creek- -. Yorba to Alamitos, including rights of way Additional development to p"esent works --. Additional works on Day and Etiwanda creeks On east side, additions to present spreading works On west side, new development Development , exclusive of lands Development, exclusive of lands - J\!rupa Reservoir to Chino Reservoir Jurupa Reservoir to Lower Santiago Reservoir Santa .Ana River to Dec'ez Reser\'oir Extension of canal for 7 miles to Blue Diamond Reservoir- Santa -Ana River to Irvine Reservoi"-- .-_ --. little Mountain Reservoir to sp-eading grounds Chino Creek to .Anaheim and Santa .Ana canal headings-. Gravel levee with wire mattress, 40,000 linear feet Single levee with wire matt'ess, 6,000 linear feet Double levee on relocated channel, 10,000 linear feet Flood control levees below spreading works Double levee at Colton Single levee Yorba to Santa .Ana, 90,000 linear feet. Widening of lower channel and levee protection Channel control by levees, 10.000 linear feet Double protected levee, new channel, 27,000 linear feet - _ PART I DISCUSSION AND ILLUSTRATIVE SOLUTIONS CHAPTER 1 INTRODUCTORY The mission of the investifration, under the terms of tlie legislative act is. "To determine the method of and the eonstrnction of works for controllin' the data gathered during the investiga- tion Avas actively taken up in October. 1927. and by the terms of the last legislative act "was conijileted on December 1, 1928. Tn presentation it was decided to jjublish the voluminous mass of collected facts for public use, irrespective of whatever form future action might take. P^lood control is a matter for i)ublic bodies, and combinations of struc- tures to secure it ai'e discussed. Conservation, more a matter of bene- fited area, is set out separately. Of the three counties cooperating financially with the state in this report. Orange County had an existing flood control district organized, the counties of l\iverside and San Bernardino had not, but were under- stood to be withholding action until the |)ublication of the report. Each county by resolution of their board of supen'isors had appointed advisory engineers, representing each county, to whom all the collected data and the text of the report was submitted by this office. On October 19. 1928. a formal presentation of the plan of Orange County Flood Control Disirict for flood control in Orange Covinty was made to the legislative committee of the state legislature. The public press further announced that a bond issue on this plan would be soon placed on the ballot. At the time of the publication of this report, Therefore, one of the counties has already tentatively announced its plan of flood control. The greatest service which can be given is to indicate the complete develoi)ment of flood control and conservation common to the entire watershed whether or not joint action of the various counties is indi- cated. A unified jilan of development could wisely be adopted in principle, to anticipate structures, some of which need not be built for many years. An example of such a plan is the 1912 Report of the California Debris Commission for flood control on the Sacramento River. Until this report was adopted in principle, there had been no correlation of levee construction or of reclamation. After that date no levee or reclamation project was authorized unless it conformed to the plan of the Debris Commission Report of 1912. This is the idea of the comprehensive plan. The plan itself may not be perfect; it may receive revision from time to time. It, however, places unrelated units in relation. A unit authorized thereafter will be coi-rclated in its antici])ated results and in its effect on future units throughout the watershed. This report is published at the time when the special legislative com- mittee on Avater resoui'ces is engaged on a statewide inquiry of the needs of various localities and is formulating recommendations as to compre- hensive development. This adds to the significance of the original purposes of the report. At the outset it is well to set doA^ni certain general jioints. resulting from the ju'esent study. Floods are a menace to life in two localities in the watershed; at Colton and at Anaheim. 28 DIVISION OF ENGINEERING AND IRRIGATION Floods aro a meiiacp to public liiplnvays and utility crossings throngli- out 80 miles of the main Santa Ana River and 50 miles of major tributaries. Floods create damage to ri})arian ]n-operty over a length of 130 miles of stream frontage. In addition 100 square miles not contiguous to the channels are liable to property' damage by escape from levees or possible changes of river course. By a selection of the works hereafter described it is posvsible to con- fine and regulate these floods to safe ((uantities. Several combinations of works may be selected, any of which may accomplish flood control. The utilization of water of today Avith the present natural losses and waste, is estimated to exceed by 22 per cent the safe draft. Safe draft is defined as the de]iendable quantity which may be furnished continu- ously throughout the driest cycle of years. It implies a 100 per cent draft in every year. Conservation works can be con!?tructed which would store the waste into the ocean and salvage natural losses to the extent of an estimated 100,000 acre-feet. Were these works constructed, the utilization of today would be practically at the limit of safe draft. Additional use on present lands or use on new lands would result in deficiencies in cer- tain years, or a draft on ground water capital, not replacable. Additional use on ])resent lands or use on new lands beyond the safe draft, requires imjiorted water. Two sources of imported water are suggested in this report. In the future develo])ment of works for flood control and conserva- tion, several combinations of works may be selected which will accom- l)lish these purposes. It is recognized that such a solution must be affected by local conditions, political boundaries and financial questions. Keeping this in view, it is probable that it will be necessary that the counties confer on a comprehensive plan of flood control and formulate a complete future ])rogram, suitable to ])olitical, economic and technical conditions, under which units described in this report may be selected and designated for construction. The subject matter of such a plan is outlined in the following paragraph. A comprehensive prof/rani in he aclopteel iv principle covering the fullest ultimate developmini. This plan would be a guide for the adoption of single units which would be from time to time proposed and constructed. This comprehensive plan would be modified from time to time as additional information became available, but would remain the ideal towards which all efforts would be directed. The comprehensive plan should include : (1) Channel easements, held by the district. (2) Flood control dams, (3) Check dams. (4) Bank ])rotection from floods. (5) Flood spreading works. (6) Conservation by surface storage. (7) Conservation by undei-ground storage. (8) Conservation by salvage through the elimination of moist areas. (9) Conservation by storage of winter water for use in summer. (10) Consei'vation of power. (11) Importation of outside waters. I SANTA ANA INVESTIGATION 29 The comprehensive plan ineliules ample waterways for passing maxi- mum floods on the .Santa Ana and all of its tributaries. These ease- ments would not previ'ut the limited <)eeui)aney of the land. Dams for Hood control in the upper Santa Ana watershed should be true flood control dams, desiorous ground where absorption into gravels may take place. Underground .storage is clearly the main resource of conservation in the future as it has been in the ])ast. It should be considered as funda- mental. In the ])a.st it has furnished 95 per cent of the storage, and in the future the main etfort should be so directed. The flood control i-eservoir makes additional underground storage possible. Flood water si)reading assists it further. Effective conservation requires a furtlier intensive system of spreading sufficient to ensure getting the water into the ground, after reservoirs and other works have furnished the means of getting hold of it. Survey should ascertain where efficient storage may be secured. Excessive moist areas below underground storage indicate an pxces-s of natural absorption or s]u*eading. Such areas may be relieved by spreading their surplus waters in areas where such losses would not occur. Surface stoi-age reservoirs designed for storing winter flow, whether eventually absorbed in tiie lower readies of the stream or diverted by reason of its being in the stream and not because sucli application is 30 DIVISION OF ENGINEERING AND IRRIGATION preferable, Avould acconiplisli conservation in several senses. It pro- vides the desirable rather than the fortuitous application of irrigation Avater. It may remove water from water courses subject to useless evaporation. It may conserve at higher levels water which may be util- ized more frequently in successive reuse in its descent to the ocean. It may assist in recovery of power. Power conservation will arise from over-year storage and from annual storage in surface reservoirs. Power may be obtained by canal- ization of the river now permitted to flow in natural wafer courses. A complete development ])rogram should consider what outside waters are available, and in what waj^ they should be coordinated with that available within the watershed. These should be the general objectives toward which public bodies should work. Illustrative combinations of the many units described in this report indicate what may be accomplished. CnAPTP]R 2 GENERAL SITUATION Physical and Economic Situation. The -watershed of the Santa Ana River has a total length of 100 miles and drains 20ri0 scjnare miles. Of this 1196 sqnare miles are monntains, foothills and isolated hills and 854 square miles are main valley floor. Thns, 42 per cent of the entire watershed is in gravels, sands and silts, generally water absorbing and water bearing. Of the 1000 sqnare miles of habitable area, 508 sqnare miles are in San Bernar- dino County, 159 square miles in Riverside Count}', 323 square miles in Orange County, and 10 square miles in Los Angeles County. Of the total habitable area, 342,700 acres are now under irrigation; 25,282 acres are in domestic use; 21,218 acres are in river beds and waste lands; and 225.800 acres are usable in the future. The rate of increase of domestic and irrigation area for the historic period is 8000 acres per year, and apparently for the last eight years, 21,000 acres per year. The assessed valuation of the habitable area is $263,000,000. Within it are operating 78 water organizations with a total service area of 191.500 acres, some with use dating back a half century. In addition 207,100 acres are occupied by unorganized individuals. "Within this area major constructed works and pumping plants and distribution mains of enormous cost have been constructed. Of the water organizations, 62,900 acres are dependent primarily on surface diversions, although utilizing auxiliary pumping, 37,200 acres are dependent entirely on pumping from the ground water, 46,300 acres are served by both surface diversions and pumping, 207,100 acres of individuals are served almost exclusively by pumping. The mean horsepower during maximum month utilized by electric and gas installations is 35.000. and the total annual requirement is equivalent to 100.000.000 kilowatt-hours annually. The general technical and economic situation is that of a highly organized and long established community, with enormous investments in water property and whose income is identified with the use of water. The area has been completely mapped topographically. Numerous instrumental and statistical surveys have been made. A mass of tech- nical and economic information exists. Trained managers, engineers and attorneys have investigated time and again almost every phase of the water situation as to particular enterprises. The' pioneer period has long since passed. A complex system of works and interrelated interests has arisen. Interests affected. To the old established user, the problem is to find that additional water required by trees as they mature. To all operators of pumping equipment, the problem of lowering water table is present, it. like the weather, is not only a ix-rcnnial topic for conversation, but also like the weather, is not entirely under control of the individual. Certain phases of the problem are easily ascertainable; the level of the water table and its variations year by 32 DIVISION OF ENGINEERING AND IRRIGATION year, the approximate pumpage, the return water and the import and export for oration from land now unused, but suitable for airriculture. must be determined for comparison Avith conditions after it is put to use and to forecast the net adtlitional water required for the new land, if any. A natural uncultivated inee the consumptive use is no greater tlian the natural losses. (EA'aporation from floAving natural channels and transpiration from trees, dAvarf avIHoaas and grasses bordering these channels, has been estimated to be practically the same as that from a free Avater surface, . and the prevention of these losses is one of the methods of increasing useful Avater supply. I The theory of eva]ioration from moist areas has been modified by recent observations. In ])ast experiments and reports inider the term "EA'ajioration. " often transpiration by vegetation Avas included. Noav a sharp distinction is draAATi betAA-een cA'aporation and transpiration. On the coa.stal plain an area of 100 square miles was originally moi.st. (Gradually the Avater jilane has loAvered and the cultivated area has extended so as to practically coA-er all the areas formerly moist. Part of this cultivated area is in orchards and the remainder is deA'oted to annual crops. lender the present conditirins this territory has been couA'erted from the original situation of large losses from soil evapora- tion and trans]>iration by such natural cover as exi.sted to a situation in Avhich the cultivated lands have no greater losses than culth'ated lands elscAvhere. The natural losses haA-e been couA'erted into useful consumption. The major portion of the moist area Avest of Anaheim ;ind Santa Ana has been tile drained during the last tAventy years, or 1 1 rained by deep ditches. The effect of such drainage has been to estab- ; lish a Avater plane Avhich does not rise abo\'e four to six feet from the surface. Recent observations tend to shoAv that the summer consumptiA'e use for natural coA'er is entire'y transpiration, and ecpials or exceeds the possible capillary rise. Soil cA'aporation originating from the Avater table, is considered to be absent Avhere A-egeternardino is not an identical situation to that in the coastal ])lain. The moist area here is closely related to the M DIVISION OF ENGINEERING AND IRRIGATION artesian pressure. Yet ordinary drainagre would serve to lower the water table to such an extent as to reduce evaporation and transpiration. An important element was the determination of the volume of water actually effective in over-j^ear storage in gravels. It has been found to amount to 1,500.000 acre-feet. Existing surface storage is only 5 per cent of underground storage. It is certain that the lowering of levels in wells, while a serious matter for the individual pump operator, pro- vides additional space for underground storage in wet years. It actually may increase the water supi)ly available to the individual and certainly the amount available to the community. The engineering problem is to provide for the storage of the waters in wet years, now finding their way only by chance to overpumped depressed gravel areas. An addi- tional problem is modifying the gravel storage on cones which receive such quantities as to have a moist evaporation area at their bases. The ideal underground reservoir is without evaporation loss. If its waters appear at the lower end and evaporate, to that extent it is inefficient. The sohition of this class of wastes is in some instances being accom- plished unconsciously by the very excessive jiumping and lowering of water table, which concerns the individual operator so seriously. I CHAPTER 3 OUTLINE OF PROBLEMS Fundamental Distinctions. I In the use of surface reservoirs three distinctions stand out depend- injr directly on tlio i)urpose foi- uhich tliey are used. A surface reser- voir used for tlood control receives the maximum tioods, regulates their flow, and is empty again in a few days, ready to receive another flood. A reservoir used for over-year storage is operated in precisely the (ililK)site manner. It must be of large capacity, receiving surplus waters in the wet years, disciuirge only for consumptive use and hold the w^aters of wet years for use in lean years. The capacity of over-year storage reservoirs must be from six to nine times the quantity used annually. A reservoir used for annual regulation would hold winter water for use in the summer irrigating season. It might hokl 40 per cent of the quan- tity annually used, but would not provide over-year storage. Underground storage reservoirs, whether fed by natural absorption or artificial spreading, are essentially over-year storage reservoirs. The Problem Stated. The problem of flood control is to eliminate the danger to life at Colton due to Lytle Creek and at Anaheim due to the Santa Ana River, to prevent overflow of a wide area and damage to bridges, utility cross- ings and riparian lands throughout the length of the Santa Ana River and some of its tributaries. The acquirement of easements is necessary to prevent encroachment on required channels on which protection works may be built and to permanently salvage and benefit riparian lands. The problem of conservation is i)rimarily concerned with retaining within the watershed 33,000 acre-feet of storm water which on the average in the past 34 years wa.sted into the ocean. The present aver- age retention for the past 15 years of waters, usefully used or evap- orated in moist lands or channels, is estimated to be 474,000 acre-feet. To accomplish this retention there is found to be storage, surface and underground, effective on the watershed of 1,523,000 acre-feet. That is to say, to secure the regulation as of today, effective storage of 3.20 acre-feet for each acre-foot used annually has existed to equalize the storm flows to the present extent. In other words, storage existed amounting to 320 i)er cent of the average gross yield. The problem of con.serving the 33,000 acre-feet of storm water now wasted into the ocean is therefore a problem of providing a storage capacity of consid- erably more than 320 per cent of this amount either in surface or underground reservoirs, as it is well kno^vni that increasingly greater storage must be provided to conserve the last portion of the w'aste than the first. Calculations indicate that the storage of the waste of the maximum flood year requires 2;timated fiing into the ocean from all .sources, storm run-off. drainage and underflow is estimated to be 55,000 acre-feet for the 34-year period and 68,800 aere-feet on the average for the past 15 years. l>eneticial consumptive use as of today is estimated at 381.000 acre-feet. That is, 70 ]->er cent of the estimated average gross supply during the past 15-year i)eriod is now beneficially consumed, or 85 per cent of the estimated 34-year average .supply. From the earliest times the middle and lower Santa Ana River maintained jierennial flow in its channel. This condition was initially due to the great gravel areas acting as sponges t»» absorb and regulate the waters of the stonn period. Artificial works, the reservoir and the pumping ]dant have thus far made no essential change in the summer regimen. Surface diversioji as from the early eighties is much the same. On the other hand the increased cultivation of land and the depres- sions in water level produced by pumping have probably increased the receptivity of tiie watershed ; and i)robably have decreased the winter floAv and the amounts wasting in winter into the ocean. 38 DIVISION OF ENGINEERING AND IRRIGATION It is essential in attainin«>: a view of the mechanics of the river to recognize the succession of basins beginning in mountain watersheds, followed by gravel cones and gravel filled valleys, closed by barriers as the Bunker Hill Dike, and constrictions as the Riverside Narrows, the Lower Santa Ana Narrows, and the coastal Dominguez ridge. Between each constriction are gravel tilled valleys acting as underground reser- voirs, and areas of intensive irrigation where water is put to use, par- tially consumed and partially sinking again as return water to under- ground storage. In this report, the hydrographic studies have been made for each of the following basins: the Upper, Jurupa, Cucainonga, Temescal, and Lower basins. See Plate 1, facing page 12. By this segregation, it is more nearly possible to trace the effect of a future work upon the balance of the watershed, and assign the sources of origin of water supply. It must be recognized, however, that the figures deduced are indicative rather than conclusive, for the extremely obscure conditions and the small residual quantities which are dealt with give large opportunities for error. In order to A'isualize the distribution of water supply, its areas of consumi^tion, and its passage from one basin to another, diagrams are presented for the hydrographic situation in 1926-27 and 1927-28, in plates B and C. The blocks represent the valley floor of the basins, and what happened within them during the season. Certain w-aters were expended in beneficial use or evaporation and transpiration from moist areas briefly designated in the plates as "Consumptive use and loss Certain other waters were stored, and designated "Placed in storage The lines with arrows indicate the input reaching each basin by stream flow% by underflow, by rainfall on its valley floor, or by importations; or conversely, the escape from each basin by stream flow, underflow, or exportation. Plate B, for the season 1926-27, show^s in all basins that waters of that season's high supply were put into over-year storage, after all con- sumptive use had been accounted for. Plate C, for the season 1927-28, shows that all basins drew from past storage in order to maintain the consumptive use and losses. In the Upper Basin, input was less than escape, resulting in drawing on past storage not only for the con- sumptive use and evaporation losses within the basin, but also to pro- vide the escape by natural stream flow and exportations to basins below. The Santa Ana River is notable for the perennial flow of Warm Creek at San Bernardino, rising waters near Riverside and additional rising waters between Pedley Bridge and Prado. Plate D, facing page 40, .shows gra])hically the flow of the three summer months of July, August and September at two points, Prado and Pedley Bridge, and also the difference between them which represents the amount of rising water entering below Pedley Bridge and above Prado. The values from which this diagram is platted, are given in Part III, page 357. For the historic period perennial water at Pedley Bridge has been approxi- mately two-thirds of the flow at Prado. The observations of depths of water in wells made by this investiga- tion will not be published in this report, but are to be published in full in "The Coordinated Plan of Water Development in Southern Cali- fornia," Bulletin 17, 1929, Div. of Engr. and Irrigation, Dept. of Pub. > > I SANTA AXA 1 WERTKiATION 39 TLATK li H^'DROOR^VI^HIC DLAGRAM Showing INPUT FROM ALL SOURCES. ESCAPE: OF ALL KINDS. AND CONSUMPTIVE USE AND WATER STORED FOR THE SEASON IN EACH BASIN. 192G-1927 Originating in Basin 326,000 Ac Ft UPPER BASIN Placed in Storage 29,400 Consumptive Use 8c Loss 100.800 Input, less Escape 130.200 o o Originating ir> Basin ?05.000Acrt o o o Moreno 3.600 Ac ft Originating in Basin 51.200 Ac Ft JURUPA BASIN Placed in storage 16,000 Consumptive Use & Loss 87,500 Input. less Escape 103,500 o o o o o CUCAMONGA BASIN Placed in Storage 106300 Consumptive Use & Loss 76,500 Input, less Escape 184.800 Originating in Basin 53,700 Ac Ft San Jacinto 1,300 Ac Ft TEMESCAL BASIN Placed in Storage 14,500 Consumptive Use & Loss 37, 200 Input, less Escape 51,700 150,000 Ac ft 14,000 Ac Ft -J- Ongmating in Basin 156,400 Ac Ft LOWER BASIN Placed in Storage 38,200 Consumptive Use & Loss 170,500 Input, less Escape 208.700 Pacific Ocea ZT 111.700 Ac Ft. 8.VXTA ANA IXVKS TKiAl'IOX 4—63685 40 DIVISION OF ENGINEERING AND IRRIGATION PLATE C HVDROGRAPHIC DIAGRAM Showing INPUT FROM ALL SOURCES. ESCAPE OF ALL KINDS AND CONSUMPTIVE USE AND WATER STORED FOR THE SEASON IN EACH BASIN 1927-1828 Originating in Basin 94,000 Ac Ft UPPER BASIN Drawn from Storage 144,800 Consumptive Use & Loss 100,800 Input, less Z5C^p&(Maency) 44,000 < o o m Originating in Basin 59,300 Ac fi Moreno 3,600 Ac Ft < Originating in Basin 5,500 Ac rt JURUPA BASIN Drawn from Storage 3 1 , 100 Consumptive Use 8t Loss 67,500 Input, less Escape 56,400 o o CUCAMONGA BASIN Drawn from Storage 28,900 Consumptive Use & Loss 78,500 Input, less Escape 49,600 Originating in Basin 5.700 Ac. Ft San Jacinto 3,000 Ac Ft X TEMESCAL BASIN Drawn from storage 19,900 Consumptive Use & Loss 37,200 Input, less Escape 17,300 62.600 Ac Ft 2.000 Ac Ft Originating in Basin 80,500 Ac Ft. LOWER BASIN Drawn from storage 25,500 Consumptive Use 8c Loss 170,500 Input, less Escape 145,000 Pacific Ocean | ZO, 1 00 Ac. Ft. SANTA ANA INVESTIGATION ' )le:y bi J AT PRADO =(ID GE : &PR 1 A 1 1 1 DGE 1 '\ 1915 c ([ :iT/.J' ?TAW 0! H Lil H 000^^ Lj 000 C - H I u 1> o c 31 . cooa L_ 1 H oooa s o ^ GOO*' 1 !! 4. .. 1 PLATE U 2000- 1000- - 5000 - h H 4000 - U 3000 - ^ 2000 - Z 1000- b. li. O 0- z D a. , 6000 - r h 5000 - Z o 2 4000 - 3000- 2000- 1000- RISING WATERS IN SANTA ANA RIVER BETWEEN PEDLEY BRId'ge' 1 1 1 1 DEDUCED BY SUBTRACTING TLOW AT PCDLEY BRIDGE FROM FLOW AT PRADO , , , 8. PRADO .1 . . 2000 1000 5000 h 4000 {^ 3000 bJ a. 2000 ^ z 1000 L. o z D a. 6000 r 5000 h O 4000 ^ 3000 2000 lOOO n J 4 J H Jl_l^ Jl 1 J — 1 t 1 1 IIiIj SUMMER FLOW or THE SANTA ANA RIVER AT PRADO "^^ PEDLEY BRIDGE FOR MONTHS OF - s; XNTA ANA 1 1 i 1 1 1 1 ! 1 1 1 1 1 1 RIVER AT PEDLEY BRIDGE J UL Y. ; \U( 3UJ 5T & SE PTEM 1 BE R 1 J II J 1 1 SANTA ANA RIVER' AT 1 1 1 1 I.I t PRADO 1 1 1 J, ■ 1878 1879 1660 1865 1890 1895 1900 1905 1910 1915 1920 1925 1926 1927 1928 ^^"^^ SANTA .4NA INVESTIGATION SANTA ANA INVESTIGATION 41 Works. Tilt' results of observations in 1927 are shown on map 8, in pocket, "Klevation of Ground Water in Recent Gravels," and map 9, in i^oeket. "Depth of Ground Watei- in Keeent Gravels." The loweriuiLr water phuie is a matter of common statement. A per- manent lowering water plane is inherent in the complete use of under- irround waters. In such a wet year as 1916 rechar<2:e takes place, and ihe intermediate extraction and lowerinjTf is an incident of the utiliza- ticn of l,r)()0.000 acre-feet of firavel stora ■ !■ i o c 3] oooa i5 1 oooe H o 000^ ^ i ii i 38889 SANTA ANA INVESTIGATION 41 Works, 'riif results of oI)stM-vatioiis in 1!'27 are shown on map 8, in pocket, "P]levatioii of Ground Water in Recent Gravels," and map 9, in |)oeket, " Dej^th of Gi'ouud Watei- in Keeent Gravels." The lo'\verinlane durinfj- the dry period and a correspondinjz- recharije durin<>- the wet period of a comjilete cycle. The ]iei-manent lowei'inji' of the water plane miderlyinp- moist areas is a recpiisite for the salvaji'e of evai)0-trans])iration losses. The observed decrease in artesian area represents salvage. Complete comparison of the water jilane in ditferent years for all the gravels in the watershed is not possible for several reasons. Some of the gravels contain no wells; in others, wells have been installed recently, but not in the earlier years. In order to reach general con- clusions, as wide an area as possible should be examined rather than individual wells, and the period of years should be large. For an an.swer as to the long ])eriod. the situation compiled bj' IMendenhall in the year 1904 as given in U. S. Geological Survey water supply papers, is compared witli the observations by this investi- gation in 1927. The results are shown in Table A, page 43, and the area covered is shown in Plate E, facing page 42. The area compared is the area shown by Mendenhall. amounting to 352 square miles, or 41 per cent of the total gravel area. On 239 square miles the hydrographic contours are comi)ared and the volume of change is estimated. On 123 square miles of artesian area, shrinkage alone is shown. No general conclusion can be drawn as to the balance of the gravel area. Table A shows that on 100 square miles in Lower Basin the total decrease is 33 feet in tlie 24 years ; in Cucamonga Basin the decrease on 97) square miles has been 4") feet, and on 5 other square miles the increase has been 31 feet; in Jurupa Basin the decrease on 11 square miles has been 48 feet and on 10 other square miles the increase has been 36 feet ; in Up]ier Basin the decrease on 3 square miles has been 100 feet, and on 35 other square miles the increase has been 26 feet. In the artesian area not included in these figures, Lower Basin has decreased 88 square miles in area ; Cucamonga Basin 15 square miles and Tapper Basin 3 square miles. If the percentage of voids is assumed to be 15 per cent the volume of the decrease in l^ower Basin is estimated at 313,000 acre-feet. In Cuca- monga Basin the decrease was 410.000 acre- feet on one portion and tile increase on another ])ortion was 15,000 acre-feet, a net decrease of 395,000 acre-feet. In Jurupa liasin the decrease was 53,000 acre-feet on one portion and the increase on another jiortion was 34,000 acre- feet, a net decrease of 19,000 acre-feet. In I'pper Basin the decrease was 32.000 acre-feet on one portion, and the increase on another portion was 86,000 acre-feet, a net increase of 54,000 acre-feet. The total decrease confined to 28 per cent of the gravel area is 673,000 acre-feet. 'J'his is exclusive of effects within the additional 13 per cent of former artesian area. The year 1904 was in the preceding dry cycle. By 1916 general recharge occurred. Table A might be interpreted as showing that the J2- DIVISION OF ENOINEERING AND IRRIGATION pumping down necessary for the state of development in 1927, is greater than the pumping doAvai necessary for the development as it was in 190-1. Whenever the observations shall have been made on a future recharge, it will be possible to determine over a much larger area, whether the present lowering is necessary and incidental to the eco- nomic use of gravel storage, or whether the ground water platform has been depressed unduly by removal of basic Avater which is capital, and should not be used in the ordinary course of business. It is generally accepted that certain subbasins are overdrawn ; that is, the average pumping draft exceeds the average supply. Other sub- basins are showing satisfactory storage conditions without notable change of the ground water platform, frequently due to active spread- ing. As to the entire gravel area as a whole, it would appear that its draft is not well distributed and that it is overdrawn. This is based on the consideration of the actual and large decrease in 24 years and the estimated consumptive use of today, considerably in excess of the supply. ?• / STATE or CALIFORNIA DEPARTMCNT Or PUBLIC WORKS DIVISION or ENGINEERING AND tRRIGATION EtMMD IThlTT ST»Tt CNUNtW SAN BERNARDINO COUWTY / RIVERSIDE COUNTY r> I ATIT F* nRANGC COUNTY X^1j/\1Ih *-< SANTA ANA INVESTIGATION 43 TABLE A Change in icaicr tabic in portions of valley floor of Santa Ana watershed between 1904 and 1927 Biisod oil liydrogrnpliic contours shown on Plato I of U. S. Geological Survey Water Supply Taper 138, compared with similar contours on Map 8 (in pocket) of Santa Ana Investigation. The result is delineated on Plate E, facing page 42. Lower Basin Number of Total decrease for period Number of square miles compared Total increase for period square miles compared Contours of Plate E Average feet Contours of Plate E Average feet 2.3 4 6 0-10 10-20 20-30 30-40 40-50 50-60 60-70 5 15 25 35 45 55 65 9 7 15 40 5 23 1 2 9 1 7 99.8 Weighted mean 33 Weighted mean CucAMONGA Basin 4.5 58.6 3.3 0- 50 50 50-100 100-150 150-200 200-250 25 50 75 125 175 225 3.9 1.2 0-50 50 25 50 15.8 10 6 0.9 ' 0.9 94.6 Weighted mean 45 5.1 Weighted mean 31 JuBUPA Basin 6.8 3.7 1.0 0- 50 50-100 100 25 75 100 5.6 4.2 0-50 50 25 50 11.5 Weighted mean 48 9.8 Weighted mean 36 Upper Basin 3.3 100 100 8.8 20.9 4.3 0.7 0- 50 50-100 100 25 75 100 3.3 Weighted mean 100 34.7 Weighted mean 26 Defrenxr in artesian area in Santa Ana watershed bettoeen JDOJf and J927 Based on the same Plate of U. S. Geological Survey as the preceding, and Map 8 (in pocket). Area in square miles 1904 Area in square miles 1927 Upper Basin 13.2 14.8 95.5 10 4 Cucamonga Basin Lower Basin 7 3 ToUl 123.5 17 7 ?.':iP.Ct'jJ '■A -R'.'-'i -'.'- -.1 i>L( i- iio: I V \ oa + .oi"- i-.»iA miefi*^' ■^ ^ 38a£a SANTA ANA INVESTIGATION 43 TABLE A Change in urater table in poftions of imllc!/ floor of Santa Atui tcatershed between 190Jf and 1927 Hased on hydrograpliio contours shown on Plate I of U. S. Geological Survey Water Sui)ply Paper 13S, compared with similar contours on Map 8 (in i)<)cket) of Sauta Ana Investigation. The result is delineated on Plate E, facing page 42. Lower Basin Number of Total decrease for period Number of square miles compared Total increase for period square miles compared Contours of Plate E Average feet Contours of Plate E .Average feet 2.3 4 6 0-10 10-20 20-30 30-40 40-50 50-60 60-70 5 15 25 35 45 55 65 9 7 15 40 5 23 1 2 9 1 7 99.8 Weighted mean 33 Weighted mean CucAMONGA Basin 4.5 58.6 3.3 0- 50 50 50-100 100-150 150-200 200-250 25 50 75 125 175 225 3.9 1.2 0-50 50 25 50 15 8 10 6 0.9 *" 0.9 94.6 Weighted mean 45 5.1 Weighted mean 31 JuBUPA Basin 6.8 3.7 1.0 0- 50 50-100 100 25 75 100 5.6 4.2 0-50 50 25 50 11.5 Weighted mean 48 9.8 Weighted mean 36 Upper Basin 3.3 100 100 8.8 20.9 4.3 0.7 0- 50 50-100 100 25 75 100 3.3 Weighted mean 100 34.7 Weighted mean 26 DeTensc in artrxinn arm in Ftntifn Ana watershed between J90^ and 1921 Based on the same Plate of U. S. Geological Survey as the preceding, and Map 8 (in pocket). .Area in square miles 1904 Area in square miles 1927 Upper Basin 13.2 14.8 95.5 10.4 Cucamonga Basin _ 0.0 Lower Basin 7.3 Total 123.5 17.7 44 DIVISION OF ENGINEERING AND IRRIGATION The Waste as of Today. The principal field of conservation in the Santa Ana watershed is the conservation of flood waters now escaping into the ocean and retaining them in situations where the water will be available in dry years. The storm waters escaping into the ocean during the last 15 years are estimated to average 45,000 acre-feet annually. Over a 34-year period the average waste is somewhat less, probably 33,000 acre-feet. In either period, the maximum waste in any one year, 1915-16, was 286,000 aere- feet. In order to completely regulate the waste flood waters, requires then storage of approximately 286,000 acre-feet, in order to equalize and secure an average additional supply of 33,000 acre-feet. The estimated annual wastes are shown in Table B, page 45. This table shows for the maximum year, to secure complete storm water con- servation, that storage of 143,000 acre-feet is required in Upper Basin or below; 24,000 acre-feet in Jurupa Basin; 18,000 acre-feet' in Cuca- monga Basin ; 48,000 acre-feet in Temescal Basin ; and 53,500 acre-feet on Santiago Creek in the Lower Basin. If these storage capacities were obtainable in each basin of origin, the result would be a safe yield or annual draft for Upper Basin of 14,000 acre-feet, for Jurupa Basin 3,000 acre-feet', for Cucamonga Basin 3,000 acre-feet, Temescal Basin 6,000 acre-feet, and Lower Basin 7,000 acre-feet ; a total of 33,000 acre-feet. In addition, there are escaping along the ocean front from the Lower Basin, the waters of drainage ditches amounting to about 9,000 acre- feet, which presumably may be salvaged by pumping inland, but' requiring some storage for full conservation. In addition, the escape by underflow from the Lower Basin into the ocean, estimated at 8,000 acre-feet may be salvaged by pumping. This makes 17,000 acre-feet recoverable in Lower Basin, independently of basins above. The remaining escape, 5,000 acre-feet estimated run-off from storms in the local area, is not considered as recoverable. Thus the total wasle is estimated at 55,000 acre-feet, and the portion recoverable is estimated at 50,000 acre-feet. SANTA ANA INVESTIGATION 45 I < Eh B£r. X O X CO X <-» • U J- iS US en _ rt O 3-^ j: a ?i2>.'3 rtw^ iz!. cd' » u d i = 2 3- =i 2 S tc ■ •^ K i -. ^, eS D.^ r:^ I" - = 3„-?Jrt ^ £ >.£-55 IK'S §<^r' 32- 1 i- x".S :i 1 c — -. - X > ~ - '^ -;S- X X r. o — i •- p - Z r. - ? = i 2 ^ ^ '^ C- r« ~ X « -co;;?; c-c— a - 2 :: c . £ ® o T. •■ - r: j: -c u- if-r " r i - ^ 5 ■" i. £ r — — "3 £ ,r .. ~ u _w '-'^'sc ., "a ~ .~ ^ J5 - = r. ~ — 5 - X £S=?=x K S - . " - r - 1 £i2 it7 .-a*-- S=i=c:3 T M c x> r ^ - ■» X? 3 X w C -• "3 - t! - "S £-2^"'^':"' /£ f; - "" i " £ ■" '-2 ® ti~Z =^- X ^- :- - i£,=^ ^ — 2 "3 .. - . K - S ^ o- 5 =^i -^- 2 - a a u 3 g C t: i , ? c "5 -^ a - — i - «- cs :5 M X •' ! 5 i 2 — -.- i- 3 2S.J OOOOOOOQOOC OO OO I o oo ooooo ooo o o o oo I o t>- h- O (^ '^ *C :D r^ 1^ ».1 CI t- -^ 1^ d 00 h»»C — occconc'ic-jrciMOr* — o CO « ^ 00 o O0*i« ooooooooooooooo oooooooooor^orooo lo t^_ »c »o ci_ t/^ oc oo CI 'T »o_ r^^ oo_ t^_ lo ci" f" -^' ^' — " o «' o oc — ' o' o cT •*" rV 2§ o o is. =a coooooooooooooo I oo ooooo OOOOM I^OOIOO c^o»^c^c^ oocsr^ — -^ looi^ It^o 5.2 « «- ooooooooooooooo ooooo o o o o ro t* o o Cert '— 233 o_o_o_o_o_ o_ 5 o ooo o. o. o_ o_ o_ »c c^i 00* ■^' -.c" 'ooo ooo o oo 'S- 00 re CI oo oo oo o"t~." oo oo 10_0_ oo oo ■<9<_0_ S Q-.5 £ 2 1 o oo o o o; ooooo ;= IC o o o o »^ »i300oo 55oooo oo oo 030 H3 M « » » « » ^1 ri ri (M CI n n M ri 5 -r -* — — — — — — C»C»«C*ClCTit on tlie average throughout the period. ^Making the same assumptions but limiting them to the period of tlu' last 1.") years the situation would have been as follows: Estimated Mean Annual Quantities for 15-Vear Period, Under Present Conditions Acre- feet Water supply of all kinds 543,000 Subtract : Natural losses of all kinds 93,000 Waste into ocean 69.000 • 162,000 Water supply, less losses and waste 381,000 Consumptive use as of today 381,000 Overdraft on ground water That is to say. on the assumptions made, the present eonsinnptive use during the past 15 years would not have shown an overdraft for that period. Comparing the preceeding tabulation this would indicate that the preceeding 19-year period would have contained deficiencies due to such attempted use, amounting to an average during this 19 years of 31 per cent. The maximum conservation indicated in this report is 50,000 acre- feet consisting of the storm waste of the Santa Ana River, and certain drainage ditches and underflow discharging into the ocean, together Avith 45.000 acre-feet of natural evaporation losses in channels and moist areas, a total of 95.000 acre-feet annually. Estimated Mean Annual Quantities for 34-Year Period, Under Future Conditions of Maximum Conservation: Acre-feet Water supply of all kinds 446,000 Subtract : Natural losses as reduced by future conservation 48,000 Waste as reduced by future storage 5,000 53,000 Water supply less waste and losses, equivalent to future safe ^ beneficial consumptive use 393,000 Present beneficial consumptive use 381,000 Surplus with present use, and greatest possible conservation 12,000 This shows, when maximum salvage and conservation is completed that the present beneficial consumptive use would be substantially equal to the safe nse. The Capital Floods as of Today Without Regulation. Capital food defined. The maximum flood to be anticipated is here called capital flood. Such a flood may not occur once in 100 years. The capital flood adopted in this report is a flood twice that of January, 1916. On streams for which no record exists for 1916, twice the 1927 storm, or three times the 1922 storm has been used. Floods. The historic flood records have been reviewed, and using the definition of capital flood previously given, Table C is presented showing the estimated contribution of the principal tributaries to the Santa Ana River and the estimated magnitude of the flood at Colton, Pedley Bridge and Santa Ana. This table shows that the mean capital flood "for 24 hours would be at Colton, t)2,0()0 second-feet; at Pedley, 64,000 second-feet ; and at Santa Ana, 87,500 second-feet. 48 DIVISION OF ENGINEERING AND IRRIGATION It will be understood that there already exists certain natural and artificial regulation which is included in the above values. Bear Valley Reservoir and natural absorptive stream beds are examples. The values shoAvn are the mean discharge for 24 hours. Instan- taneous ]ieak discharges in the mountain area may be two or three times higher. It is not probable that the peak of the various tributaries would reach Colton at the same time. It is concluded that' the peak at Colton would not exceed the 24-hour mean by over 30 per cent and that in the lower river from Pedley Bridge to Santa Ana it would not exceed it by more than 20 per cent. n TABLE C Capital flood under existing conditions, as of 192S, unihoiit regulation in second-feet average for 24 hours Santa Ana above Men tone Mill Creek above Crafton Plunge Creek above Highlands Day of flood Santa Ana at Mentone Absorption between Mentone and Colton Net reaching Colton Mill Creek near Crafton Absorption between Crafton and Colton Net reaching Colton Plunge Creek near Highlands Absorption between Highlands and Colton Net reaching Colton 1... 2._.. 3 ..-_ 4. 5 6 1,900 30,000 4,000 2,000 2,000 2,000 1,000 4,000 2,000 500 500 500 000 26,000 2,000 1,500 1,500 1,500 1,800 6,700 2,400 800 500 300 1,000 900 400 200 100 50 800 5,800 2,000 600 400 250 1,500 3,900 1,200 500 300 200 100 400 1,400 3,500 1,200 500 300 200 City Creek above Highlands Cable, Devils, Water- man and Straw- berry Cajon and Lone Pine above Keenbrook Lytle above Fontana Day of flood At Highlands Absorp- tion between Highlands and Colton Net reaching Colton Net reaching Colton Near Keen- brook Absorp- tion between Keen- brook and Colton Net reaching Colton Near Fontana Absorp- tion between Fontana and Colton Net reaching Colton 1 2 3... 4.. _. 5... 6 2,600 4,800 1,500 800 500 400 300 400 200 100 100 100 2,300 4,400 1,300 700 400 300 500 2,000 800 300 200 100 1,400 3,700 1,500 600 300 200 400 1,400 500 500 300 200 1,000 2,300 1,000 100 6,000 9,500 2,000 2,000 2,000 1,200 1,500 1,500 500 500 500 300 4,500 8,000 1,500 1,500 1,500 900 Day of flood San Timoteo Warm Creek and Valley floor Net reaching Colton Net reaching Colton 1- 2 .. . 4,400 7,100 500 1,500 3 000 3 — 4- 1,500 400 6 300 6 250 SANTA ANA INVESTIGATION TABLE C— Contimud 49 Sfrcditis as concnilrdtrd at f'oltoii Dav of flood Santa Ana River Mill Creek Plimue Creek City Creek Cable. Devils. Straw- l)erry and Water- man Creeks Cajon and Lone Tine Creeks Lvtie Creek San Tinioteo Creek Warm Creek and Vallov floor Total at Colton 1 900 26,000 2.000 1.500 1.500 1.500 800 5.800 2.000 600 400 250 1.400 3.500 1.200 500 .300 200 2.300 4.400 1.300 700 400 300 500 2.000 600 300 200 100 1.000 2.300 1,000 100 4..500 8.000 1.500 1.500 1.500 900 4.400 7.100 500 L.'JOO 3.000 1.500 400 300 250 17.300 2 62.000 3 11.600 4 5.600 5 4.600 6 3.500 The River at Pedleij Bridge Day of flood At Colton Drainage between Colton and Fed ley Total at Pedley 1 17.300 62,000 11.600 5.600 4.600 3.500 1.000 2.000 1.000 500 100 100 18,300 2 64,000 3 12,600 4 6,100 5 4.700 6 3.600 Streams as coneentrated at Santa Ana Day of flood Santa Ana River at Fed ley Chino Creek Temescal Creek Santiago Creek Absorption in Channel Total at Santa Ana 1 18.300 64.000 12.600 6.100 4.700 3,000 250 1.500 800 300 100 100 2.500 10.000 4,000 1,000 500 400 1,200 14,000 2,400 600 550 500 1.000 2.000 1.000 500 400 400 21.250 2 87,500 3 18.800 4 7.500 5 6 5.4,50 4,200 Capital flood momentary peak discharge in second-feet Santa .\na River at Mentone — Lytic Creek at mouth of canyon Santa .\na River at Colton Santa Ana River at Prado Santa .\na River at Santa .Ana.. Second-feet 52.000 28.000 80.000 86.000 100.000 CHAPTER 4 METHODS OF FLOOD CONTROL AND CONSERVATION Methods of Flood Control. Flood control proper may be accomplished by reservoirs, by check dams, by channel improvement, and by natnral and artificial spreading. Reservoirs. The typical flood control reservoir is capable of receiving a maximum peak flood, and a maximum 24-hour flood, and discharging at a lesser rate over a longer ])eriod. Its openings are always open, and its function is to be empty in ten or fourteen days after a maximum storm, ready to regulate another. Speaking generally it is the more expensive type of structure. Check dams. Check dams have been long in use in Europe, and have been used in various ways from minor attempts to stop gullying and soil erosion to the wire-bound rock walls of Southern California and elaborate mining debris dams in central California. In principle the check dam should cause a deposition of transported flood load at and above the structure ; it should reduce the velocity and hence the trans-porting power of the stream by a series of flat sections and waterfalls. It should cause increased natural storage by absorption in deeper stream gravels; it should reduce the "peak" of floods. Improvement of channels. In principle, improvement and rectifica- tion of channels result in narrower cross sections, higher velocities and higher scouring possibility. The method is adapted to channels dis- charging into the ocean. Elsewhere it may or may not be advisable depending on the results sought for. Much work of this character heretofore built is a protection work for a particular tract, and fre- quently does not appear to take into account the general interest'. If flood control is limited entirely to bank protection from end to end of the Santa Ana watershed, this would constitute the method of channelization. This would imply that all channels would be designed for the peak discharge of capital floods. The channels would be wide and the levees of ample height to be safe for maximum conditions. Debris deposition will occur and provision for annual maintenance and increasing the heights of levees should be included in such a solution. Terminal food, control surface reservoirs. Another method would consist of bank protection in the upper area and provision of large ter- minal flood control storage at the point where the flood reaches maximum concentration. This method would provide bank protection for the Santa Ana River above Prado and its tributaries. In the vicinity of Prado would be placed storage suf^cient to regulate the concentrated flood waters to a reduced flow for the remainder of the Santa Ana River, which would still require bank protection for a lessened channel. Works for sprcadinf) floods. The torrential floods may be passed over a solid weir in the mouths of the canyons and distributed by I SANTA ANA INVESTTOATION 51 multiple channels over the «rravel cones. Such works would be on a larger and more subs-tantial scale than existing spreading works designed for conservation. A portion of the flood water would con- tinue in the main channel while the balance Avould be delayed by the longer and rougher courses provided by spreading works. The sub- division into multiple channels would result in decreasing the trans- porting power, and the varying rates of flow would reduce the peak of floods when again concentrated in tlie main channel. Used with flood control reservoirs in the upper tril)utaries, tliis would constitute another combined method, resulting in a lessened flow carried on to terminal reservoirs in the lower areas. The official cluinnels could be lessened as well as the size of the terminal reservoirs. AvxilMnj flood control reservoirs. A further metbod would consist of supplementing flood control reservoirs and flood spreading works by large auxiliary reservoirs on the valley floor. These reservoirs would preferably not be across major stream channels, and would be of large capacity. They would be connected by large feeders capable of carry- ing the bulk of flood water from the canyons already regulated some- what by flood control res-ervoirs therein and by flood spreading works. Such auxiliary reservoirs would be operated to hold their load during the high water and be released on its subsidence. Such a system would accomplish complete flood control. Methods of Conservation. Conservation in general. Conservation implies the storage of water, whether during a portion of one season or over a series of years. Con- servation also is accomplished when evaporation losses are salvaged. Conservation of wasted power may be gained incidentally in works of .storage and salvage. The conservation of flood waters wasting into the ocean involves long period over-year storage, because the wet years occur at intervals of from three to seven years. In storing the last 13 per cent of the total water supply available a storage cai)acity of at least six times the annual regulated amount is required. This is over-year storage proper, and would be obtained either by surface reservoirs or by underground gravel reservoirs from which the required water is pumped as needed. In the surface reservoir the stored waters can be delivered to a par- ticular use. In the underground reservoir the identity of the storm water stored is lost. It is mingled with other water reaching the water plane by ab.sorption or as return Avaters. It does not remain stationary but advances at a slow rate towards lower jioints where it eventually may emerge in moist areas at the base of the gravel cone. It is subject to utilization by such wells as may penetrate into the underground reservoir, and the 0A\Tiers of these wells may not participate at all in the storage of flood waters, or even be aware of the sources by which they are benefited. Conservation by surface storage may therefore be adopted by a single water organization and succeed in conveying the stored waters into designated areas; while storage in underground reservoirs, speaking generally, is a benefit to all lands overlying the gravels, and no one can identify the storm water as distinguished from other waters in the reservoir. 52 DIVISION OF ENGINEERING AND IRRIGATION Conservation of winter water for use in the snmmer, or what is known as annual or seasonal regulation is another matter. The storage capac- ity required for this particular ])uri)ose may be from 20 per cent to 40 per cent of the annual requirement for irrigation. It is most obviously accomplished by surface reservoirs, but undergTound storage is easily adapted to it with the same qualification regarding the identity of the water as in the case of over-year storage. It is obvious that annual storage might be alternatively accomplished either by surface storage above the lands to be utilized, or by the method of spreading the water in the vicinity of use and thereafter pumping in the summer time. The amount of water used in either case would be the same. The surface reservoir, on one hand, would be subject to evaporation losses. It would, however, salvage the energy of the water which could be made to generate power. In the other method evapora- tion loss is absent. Some of the waters spread may not be recovered. Power is required to lift all of the water. Storage in the uppermost gravels presents an analogous situation. The higher storage reduces the pumping lift, irrespective of its destined use. The benefit of successive return waters, which is a notable fact of this watershed, would be increased. For ordinary or minor storms, l)raetically all storm water can be stored in the upper gravels of the watershed. For the occasional extreme storms, storage near sea level may become necessary. The energy now lost by permitting Avaters to seek low levels may be recovered in transit by canals substituted for the natural water courses. Where topogra])hic conditions exist for surface reservoirs at the head of such canals, the recovery of power would be more complete. Con- servation in this case would combine the recovery of power with the salvage of water now evaporated from broad, sandy streambeds. Salvage of evaporation from moist areas may be accomplished by drainage and the drainage water pumped to other land and utilized. Conservation extended to the use of imported waters means in the Santa Ana watershed the use of sewage of the Los Angeles metropolitan area and Colorado River water. Waters of the San Jacinto River, which ends in Lake Elsinore, is already used in that watershed. Only at very infrequent periods does Lake Elsinore overflow. The waters of the Mojave River are generally considered to be unavailable for legal reasons. The other opportunities for drainage capture from outside of the w^atershed, are few in number. The diversion of Baldwin Lake drainage area into the Bear Valley reservoir is an example, and the diversion of Swartout Canyon water into the head of Lone Pine Creek is" another. Incidental conservafion hy ftood control. To a limited extent certain flood control works, such as flood control reservoirs, check dams and flood spreading contribute to conservation by increasing the period dur- ing which stoi-m waters may be absorbed. Such works would also con- tribute effectively to conservation by furnishing the sul)stantial struc- tures which could serve as intakes for intensive spreading or for con- duits leading to economic storage elsewhere in localities favorable for use. Water spreadinri. The most ecoiiomical method of consei'vation in the Santa Ana watershed is water spreading. It has been shown that r SANTA AXA IWESTIGATION 53 05 per cent of the over-year storajje now effective on the watershed is gravel storaiie. This lias been obtained ]iartial]y by natural conditions, and ])artially by artilieial spreadin' fi'rounds becomes increasinjily necessary. The unused jiravel areas of the Santa Ana watershed are amjile to furnish this storage. The technique of spread- inf; maximum flood waters is more difficult. Silting and puddling of the spreading gi-ouuds is found to occur, and in existing practice the maxi- mum floods are allowed to jiass until the water has cleared up. On sites where flood control reservoirs are not available, it appears necessary to design the spreading works for high velocities. These ^ I'locities should be sufificient to cause slight scour under maximum flow, probably six or seven feet per second. To secure this involves the risk of concentration and loss of control. The ideal works appear to consist" cf a solid weir at right angles to the stream, causing a wide dispersion of the flood, followed at some distance below by a diagonal wall on which are arranged the iiermanent outlets from which numerous canals and channels can be supi)lied. and finally a third protective levee at the end of the spreading field to reconduct waste water or rushes due to failure of any portion of the upper works back into the stream. Such works' are ])robably caj^able of controlling and spreading one second-foot per linear foot of diagonal wall. It would appear that the amount spread is largely a matter of ample wall length, and of cour.se of sufficient spreading lands below. Future spreading works may have to be designed for 5000 second-feet iiiaximnni flow. Although sjn-eading has been accomplished for costs as low as twenty cents per acre-foot for the spreading operation alone, strictly the cost of pumping from the gravels should be considered in comparing with costs of surface storage. It emiihasizes the importance of spreading in such localities as facilitate pumping. Surface reservoirs. Reconnaissance has develojied several types of reservoirs in the Santa Ana watershed. The mountain sites are not' numerous, rather costly and of small capacity. None are as favorable as the existing Bear Valley reservoir. Within the valley floor and foot- hills, numerous sites exist, of more reasonable cost and of large capacity. In very few ins"tances would their con.struction appear to be economic for over-year storage in themselves. Their obvious utility would con- sist in storage sufficient to completely supply spreading works and so conti-ibute indirectly to over-year storage. In addition they would .serve for annual regulation. A group of sites exist off the main drainage lines which would permit the threefold function of storage, direct infiltration into the gravels through their j)oroiis floors and flood eontrol reservoirs for long pei'iod spreading in their vicinity. Such reservoirs are of importance because of their large capacity, safety from destruction and strategic positions above gravel areas favorable for extraction. The Devil's Gate Reservoir near Pasadena, while not entirely analogous, illustrates this type. While the dam itself is foundetl on granite in this case, the floor of the reservoir basin is jiorous gravel. Flood water need not be discharged by waste gates, but is absorbed, joins the ground water and is con- 54 DIVISION OP ENOINEERING AND IRRIGATION served. Such action can be obtained on the Santa Ana v^^aterslied to even a greater extent. Conservation of energy. Storage in surface reservoirs makes pos- sible the use of power below the site. In the mountains not only the fall due to the dam height is available but often the fall from the base of the dam to the first point of irrigation use. In that portion of the Santa Ana River where perennial flow exists, power may be developed to the extent of the flow without the aid of storage. Salvage of evaporated water. Diverting the water from the natural channel and conducting it by canals alongside would result in salvage of losses by useless evaporation and transpiration in the river bed. Such a canal may be also utilized for i)ower or as a feeder to a reservoir. CHAPTER 5 NARRATIVE OF UNIT PROJECTS INVESTIGATED (Refer to Maps 12 and 13, in pocket) In the course of this investigation a large number of reservoir sites have been examined. In the last few months, the hydraulic elements have boon thorouiihly dovolopod. so that it is possiblo to estimate the relation of -water supply, reservoir capacity, and economic results. In the folloAviug nari-ative are assembled the projects investigated, with a brief outline of the salient features, whether favorable or unfavorable. In later sections of tho ro]iort, certain of these investigated projects are selected in various combinations. 1. Official channels, rig^hts of way. In any plan, official channels, under public easement or ownership, are required to prevent encroach- ment upon waterways, for systematic planning of bridges and roads, and to properly locate protection levees and training works. What- ever may be done eventually above for flood reduction, the official channel should be maintained in the meantime, for a capital flood, and paradoxically it should be maintained in ample widths thereafter to provide for underestimate and accident to a particular work above. These channels should be selected with due regard to intakes for spreading grounds and the conservation of water. The channels must provide for debris, and their banks or levees designed for accumulation of debris. The peak flood carrying capacity and the widths suggested are as follows: Capacity, Width, Acres Santa Ana River : second-feet feet required From Mentone to Riverside Narrows 00,000 1,000 3,150 From Riverside Narrows to Lower Santa Ana Canyon 40,000 800 1,550 From Lower Santa Ana Canyon via existing channel to ocean 5-10,000 Lytle Creek : From mouth of canyon to Colton 25,000 500 840 Cajon Creek 10,000 300 290 San Timoteo Creek 2,000 200 73 Temescal Creek, 4 miles near mouth 5,000 500 195 San Antonio-Chino Ci'eek 1,000 100 240 Cucamonsa Creek 500 100 240 Santiago Creek 5,000 200 195 6,773 The cost of rights of way including relocated channels is estimated at $1,500,000. 2, Filerea Reservoir site. See Plate G, page G2. This site is located on the South Fork of the Santa Ana River. The bed rock is granite. At this site a dam 178 feet high would impound 4000 acre-feet and would cost $1,700,000. The cost per acre-foot of storage capacity is $421. While the cosl per acre-foot of capacity is as high as at other sites in this vicinity, the probability of tlobris concentration in this reservoir is less. The Bear Creek Fork of the Santa Ana River is now regulated by the Bear Valley Reservoir. It is very desirable that a 56 DIVISION OF ENGINEERING AND IRRIGATION similar, even if smaller, regulation be secured on the South Fork. Filerea appears to be the most favorable site, all things considered, for this purpose. Its utility would consist in annual regulation providing 4000 acre-feet of summer gravity- water. It could act as a regulating reservoir for power. The fall from this site to the junction of Bear Creek is 900 feet. 8. Slide Lake Reservoir site. Tliis situation at times is a natural lake due to the debris entering from Slide Creek on the west. It has been suggested that this may be a site for a small reservoir, or for a check dam. The gradient of Bear Creek is high, 5 per cent or 6 per cent. No survey has been made of the site. See illustrations, Figs. 5 and 6, page 117. 4. Forks Reservoir site. See Plate H, page 63. This situation has been fully surveyed up to a height of dam of 400 feet. The bed rock is granite. The estimated co.st for a dam 315 feet high is $8,000,000. with a capacity of 19,600 acre-feet : or a cost of $407 per acre-foot of storage capacity. 5. Hemlock and Mentone Reservoir sites. These two sites are in the main canyon, immediately below Forks site, and are alternative. The Forks is considered the better of the three. Hemlock site with a dam 255 feet high would have a capacity of 12,200 acre-feet at approxi- mately the same cost per acre-foot as Forks site. Mentone site with a dam 310 feet high and a capacity of 25,000 acre-feet is estimated to cost $19,000,000. 6. Grafton Reservoir site. Mill Creek is a stream with heavy gra- dient carrying considerable debris. The most favorable storage appears to be near the mouth of the canyon where the dam site would be founded in sandstone. As an illustration, a dam 305 feet high has been estimated to cost $9,000,000 with a capacity of 16,000 acre-feet: or a cost of $585 per acre-foot of capacity. 7. Highlands Reservoir site. This site is located on City Creek. It ha? been estimated for a dam of 300 feet, a capacity of 6000 acre-feet, at a cost of $3,100,000, or $526 per acre-foot of capacity. 8. Keenbrook Reservoir site. This site is located in Cajon Creek at its junction with Lone Pine Creek. It has been estimated for a height of dam of 180 feet, a storage capacity of 16.600 acre-feet and a cost of $5,400,000, or a cost of $325 per acre-foot of capacity. This site is traversed hx the Santa Fe Railroad and the cost of relocating the rail- road has been included in the estimate. A practical comment on this site is that the water supply of Cajon and Lone Pine creeks is normally inconsiderable, and large storage is unnecessary in ordinary years because these waters are absorbed and retained by the extensive gravel beds immediately below this reservoir site. These streams are subject to occasional heavy floods, for which there is ample channel capacity below. Enclosed within the confines of this site is a small natural lake which can be connected with Lone Pine Creek. It affords an oppor- unity for minor flood control of 200 acre-feet at slight expense. SANTA ANA INVESTIGATION 57 9. Reservoir sites on Lytle Creek. Tliroo reservoir sites are found on Lytle Creek, namely: Hot Sprinjjs, Turk Basin No. 2, and Turk r.asin No. 1. In addition, ou a side canyon entei'infr from the ea.st is the Afyer Re.servoir site. 'I'he tlepth of uranite bedroek for the three sites on Lytle Creek is 100 feet. Tiie reservoir areas of these sites are over- lai>i)in^5. 300,000, or a cost of $570 per acre-foot of capacity. 11a. Sierra Reservoir site. This is located above Ontario Reservoir site, the flow line of which would partly overlap into the Sierra site. I'he Sierra site has not been estimated but would give approximately I he same cost per acre-foot of storage. 12. In the upper San Antonio near Camp Baldy is located the Kelly Lake, formerly used for storage, but understood to be now out of service on account of a court order. 13. West of Camp lialdy is located the Sunset Reservoir sitt>, a natural depression, which with an earth dam 30 feet high would have a capacity of 700 acre-feet. In order to supply this reservoir, a diver- 58 DIVISION OF ENGINEERING AND IRRIGATION sion canal one-half mile in lengtli would be required from Bear Canyon, a branch of San Antonio Creek. Reservoir sites on the valley floor. The sites which have been hereto- fore described constitute the reservoir sites in the mountains proper, or immediately adjacent to them. The others which are now described are within the valley floor, with the exception of the two Santiago sites in the Santa Ana Mountains. 14. Yucaipa Reservoir site. This site is located on Live Oak Creek. See Plate K, page 66. The material of the site is old alluvium, and (mly an earth dam could be constructed. This site has been estimated for a height of 110 feet, a capacity of 7500 acre-feet, at a cost of $1,500,000, or a cost of $198 per acre-foot of storage capacity. 15. Singleton Reservoir site. This situation is on Singleton Creek a branch of San Timeteo Canyon. See Plate L, page 67. It is located in the mesas of the old alluvium and would call for an earth structure. It has been estimated for a height of dam of 80 feet, with a capacity of 5500 acre-feet, at a cost of $1,100,000. This is a cost of $200 per acre- foot of capacity. The full utilization of this site would require diver- sion of flood waters of Edgar Canyon and other streams in the vicinity of Beaumont. 16. Little Mountain Reservoir site. See Plate M, page 68. This site is located on the foothill slopes near the base of the cone of Devil Canyon. The floor of the reservoir and the dam site itself is coarse gravel. It has been estimated for a dam of 50-feet height, capacity of 2600 acre-feet, at a cost of $964,000, or a cost of $370 per acre-foot of storage capacity. For a dam 150 feet high, this site would have a capacity of 72,800 acre-feet. It is physically possible to gather into this reservoir, Cajon, Lone Pine, Cable, Devil, Waterman and Straw- berry Creek flood waters. They could be spread in Lytle Creek wash, 17. Red Hill Reservoir site. This is a small flood control site near Upland, on Cucamonga Creek. On this creek above this site flood control is already highly developed by the works of the Cucamonga Water Company. This company has constructed a main check dam in the mouth of the canyon, another check dam a mile below it, a diagonal spreading wall, and a diagonal collecting wall. A flood control dam has been estimated for a dam height of 60 feet, a capacity of 1000 acre-feet and a cost of $617,000. See Plate 0, page 70. This is a cost per acre-foot of capacity of $617. It would be con- structed of earth and founded on old alluvium. The flood waters escaping from the Cucamonga spreading works would be led to this reservoir on the west side of Red Hill. From the reservoir, a flood channel is required to conduct the regulated water into the east channel of Cucamonga Creek. 'f^' 18. Declez Reservoir site. See Plate N, page 69. This site is located on th(> north flank of the Jurupa hills. Its floor is part of the great gravel cone of Lytle Creek and the Cucamonga mountain front. J t is an example of pondage upon a porous material, and would require special consideration as a dam site for underflow beneath it. It has been estimated for a dam of 45 feet, with a capacity of 9,500 acre-feet, I SANTA ANA INVESTIGATION 59 at a cost of $1,100,000. or a cost of $113 per acre-foot of storage capacity. If usetl for conservation, it could be onlarp:cd to 65,000 acrc-fcet, when its cost is cstiniatcil to be $4,^47,000. This reservoir has an unimportant local watershed and would be of service only by brinjring waters to it by canals from Lytle Creek or the upper ►Santa Ana River. 1!). Jurupa Reservoir site. See Plate P, y^age 71. This site is located in the vicinity of Kiverside. The dam site is in the Riverside Narrows between the Union Pacilic Railroad Jiridgc and Pedley Bridge. At tills point the granite outcrops for four miles in a canyon. The area submerged is a broad valley Avith considerable improvements, and extends to a jioint one-half mile above Rubidoux Bridge. It would require some changes in the ilission highway, and a relocation of the I/nion Pacific Railroad, if the higher dam heights are utilized. This reservoir has been estimated for a height of dam of 85 feet, a storage capacity of 65,000 acre-feet, and a cost of $7,300,000. The cost per acre-foot of capacity would be $113. The elevation of the stream bed at Jurupa dam site is 690 feet above sea. If this site is used as a diversion point, the elevation is such that it is po.ssible to convey flood waters or water for conservation to Cliino Reservoir site, described later. The high water line of Chino Reservoir site is 550 feet. The stream bed at Jurupa Reservoir site is 110 feet higher than the high water line of Lower Santiago Reservoir site, described later. It is at the same elevation as the city of Corona. In the combinations given later, this site is considerecl entirely as a flood control reservoir without utilization of storage for conservation. It is, however, con.sidered as a head-work for the diversion of waters into Chino Reservoir by a canal on the north side of the river, and it appears to be an appropriate point at which the waters now flowing in the lower channel could be "canalized.'" This would result in the salvage of waters now subject to natural losses by evaporation and transpiration in the lower river. It would also make possible the rearrangement of irrigation waters now delivered by a longer route to the vicinity of Corona. Such a "canalization" would not take care of all of the waters now flowing in the lower channel, because rising waters occur below this point. 20. Blue Diamond Reservoir site. See Plate Q, i)age 72. This site is on the lower Temescal Creek, where granite bed rock is exposed. The watershed is Temescal Creek below Lake Elsinore. draining the steep ea.stern slopes of the Santa Ana mountains and lower mesas between Riverside and Perris. It is remotely sub.ject to the overflow of Lake Elsinore. The ]n-obability of such overflow is decreasing, due to additional storage Avorks above the lake. The overflow, if it occurs, would not be synchronous with the floods of the local area. This site has been estimated for a height of dam of 160 feet, a capacity of 81,500 acre-feet, and a cost of $4,081,000. This is a cost per acre-foot of capacity of $50. Its utility for flood control would be to convert a possible capital flood of 10.000 second-feet to 500 second-feet. For tliis purpose a capacity of 31,000 acre-feet is sufficient. Its utility for over-year storage and annual storage would be accomplished by extending the 60 DIVISION OF ENGINEERING AND IRRIGATION Gage canal to it. The high Avater level for 81,500 acre-feet would be elevation 900. The Gage canal at Arlington is at elevation 980, or 80 feet higher. Its utility both for over-year storage and annual regu- lation Avould be for the Corona region and Orange County canals. 21. Chine Reservoir site. This site is located on Chino Creek, five miles south of Chino. The formation is the old alluvium, and would require an earth dam. It is not subject to excessive flood discharges from the Cucamonga Valley. There is a slight perennial flow at the dam site. In extremely high years, it might receive flood waters from the Cucamonga range. Normally, it would have to receive its supply from the Santa Ana River, utilizing the Jurupa dam site as a head- works, and a canal from that point to the reservoir. It has been estimated for a height of dam of 75 feet, a capacity of 39,000 acre-feet, and a cost of $3,200,000 including the canal. This is a cost of $82 per acre-foot of storage capacity. This reservoir would serve, to a certain extent, for over-year storage of waters now escaping into the ocean. Its prime utility would appear to be annual regulation, storing winter water for use at the peak period of irrigation. This would be of service principally to the canal systems of Orange County, and would be an alternative to the Upper Prado and Lower Prado reservoir sites to be described later. 22. Upper Prado Reservoir site. Extensive drilling in the lower Santa Ana Canyon and geological investigations have disclosed two sites at which the blue shale is continuous across the canyon. One is the Chester dam site, forming the Upper Prado Reservoir site in the upper portion of the canyon. The other is the Oil Well dam site at the lower end of the canyon near Yorba. The Upper Prado reservoir site has been estimated for a dam height of 93 feet, capacity of 180,000 acre-feet, and a cost of $7,600,000. The cost per acre-foot of capacity is $42. See Plate T, page 74. The foundation is such that an earth dam is required, together with ample provision for flood discharge. The capital peak flood discharge, if no regulation was provided above, is estimated to equal 86,000 second-feet, but with the capacity above given the capital flood can be reduced to 7000 feet below the reservoir and above Santiago Creek. The above cost estimate and estimate of utility and flood control are from the chief engineer of Orange County Flood Control Disirict. The estimate includes cost of the dam, cost of changes in highway and rail- road and cost of right of way. It is stated by the chief engineer of the district that in addition to the above tangible items there is an intangible item due to the reduction in value of certain water rights in Orange County which will be caused by the construction of this reservoir. 23. Lower Prado Reservoir site. See Plate U, page 75. This site is also located upon a shale outcrop with a nearly vertical dip, with a width of 300 feet, and parallel bedding of sandstone on either side. The plan of Orange County Flood Control District as announced by the chief engineer of the district proposes a reservoir of 180.000 acre- feet capacity at the lower site. The dam is to be of hj'^draulic fill, 155 ft. in height above stream bed with a crest width of 30 ft. Upstream SANTA ANA INVESTIGATION 61 slope 2.75:1. Downstream slope 3.1. The upstream slope is to be faced -svith riprap and the cutoff Avail is to be two rows of steel sheet piling: driven to bedrock and grrouted between. Outlet p:ates are to have capacity of 14,000 .socond-fcet. The spillway is to be an over- pour tower type resting- on bedrock and with conduits leading from it through the dam and also on bedrock. The maximum regulated flow below will be tlie same a.s for Upper Prado Reservoir. The estimated cost is $11,800,000.* 24. Upper Santiago Reservoir site. This site is on Santiago Creek, draining the west slopes of the Santa Ana mountains. It is located immediately above the lower Santiago site. It has been estimated for a dam height of 137 feet, a capacity of 32,000 acre-feet, and a cost of $2,215,000. This is a cost per acre-foot of capacity of $69. The foun- dation is sandstone. The utility of this reservoir would be in over-year and annual storage regulating the flow of Santiago Creek. 25. Lower Santiago Reservoir site. See Plate R. page 73. This site would receive the overflow from Upper Santiago Reservoir. It has been estimated for a dam height of 110 feet, a capacity of 23,600 acre- feet and a cost of $1,188,000. This is a cost per acre-foot of storage capacity of $51. The foundation would be of sandstone. The maximum observed peak flood discharge is 11,000 second-feet. The capital 24-hour flood is taken to be 14,000 second-feet. The utility of this reservoir would be to reduce this capital flood from 14.000 second-feet to a regulated flow of 2300 second-feet. This site would have utility also as a conservation reservoir, providing over- year and annual storage of waters wasting from Upper Santiago site, or Avaters which might be conveyed into it. The high water line is 580 feet above sea. It is, therefore, 110 feet lower than the base of Juru])a Reservoir site, previously described. It is 35 miles distant from the Jurupa site on contour lines. It is, therefore, physically possible to divert water at Jurupa Reservoir and convey it for storage in Lower Santiago Reservoir. This would result in over-j-ear and annual storage of Santa Ana River water for use in Orange County. 26. Irvine Reservoir site. This site is located, within 50 feet of sea level, three miles east of the cit}' of NewT)ort. It is estimated for a height of dam of 40 feet, a storage capacity of 16,800 acre-feet, and a cost of $242,000. This is a cost per acre-foot of storage capacity of $15. The formation at the dam site is clay, and calls for an earth dam. The tributary drainage area is not subject to excessive flood discharge, and no special provision need be made for spillways. This reservoir would be filled by a flood canal from the Santa Ana River which would start from a point near the city of Santa Ana, would have a length of 5 miles, and would be of capacity to accommodate 5000 second-feet. The utility of this reservoir would be over-year storage of the Santa Ana River at its lowest point, practically below all useful diversions, and at a point where the water would otherwise flow into the ocean. It would also serve for the winter storage of water now flowing into the ocean from some 10 drainage ditches between Newport and Bolsa Chica, if they were pumped to the reservoir. * Report of chief engineer, Orange County Flood Control District. 62 DIVISION OP ENGINEERING AND IRRIGATION PLATE G J 1 1 ( 1 1 ^ 1 -2-^ ) • \ '^^ ^ ^^ ^ / '"'^4;io;^55^ ^^^A-~-^ ^y^^^"~^^ "^v q Spillwayj) Ci^ 1 SCALE l.-* i-^ -Dam Site 1 560' 1 1 1_ 1320' 1 I 26*0 Feet 1 K) 15 14 21 '»•» T. I N. - R. I W. oo 23 ?0 30 40 50 60 70 80 4380 4340 4300 •, 4260 4220 ARE :a in ACR \ .^ z o y^ .-'V^ % cV^ ^ -I LJ CI D 2 / .<> y 4 y 8/ / / / / / / 1 J 1 1 ( / 1 I / 1 / AREA & CAPACrTY CURVES t CAP;! kCITY IN ACRE FEET 1 \ 1 1_... T PROFILEOF DAM SITE 1000 ?000 3000 4000 FIIvIRK.^. RESKRVOIR aiTE Type of Dam - Gravity Concrete (See Plate /i°Z) Height of Dam 178 Peet Capacity 4000 Acre Feet Elevation Stream Bed 4212 Feet Elevation Crest 4390 Feet Elevation Spillway 4385 Feet Width of Crest 20 Feet Area Reservoir 77 Acres Estimated Cost « 1 ,700,000 Cost per Acre Foot of Storage *4ZI SANTA ANA INVESTIGATION SANTA ANA INVESTIGATION 6'? 3700 40 80 no 160 ZOO t40 260 300 3300 3?50, AREIA 8. CAPAC CURVES I I I I CAPACITY IN THOUSANDS I I OF ACRE FEET 3600 10 15 10 Z5 30 35 40 100 200 ICOO FORKS RESERVOIR SnTE Type of Dam Gravity Concrete i3ee Plate N^ 2) Height of Dam Capacity Elevation Stream Bed Elevation of Crest Elevation o^ Spillway Width o^ Crest Area of Reservoir Estimated Cost Cost per Acre Fool of Storage 3! 5 reet 19,625 Acre Feet 3300 feet 3615 Feet 3610 Feet 20 Feet 168 Acres ^ 8,000,OUO s>407 SiVXTA AXA IN\'r.S'ri(iATIOX 64 DIVISION OF ENGINEERING AND IRRIGATION Plate I 50 100 200 300 400 ^- Crest Elev 2505 ,,„ ■' CAPACITY IN THOUSANDS OF ACRE FEETTi „„„. 5 10 15 20 2b 30 35 40 TURK BABITS" RKSKRX^OIR SITE Type of Dam Gravity Concrete Heigtit of Dam Capacity Elevation of Stream Bed Elevation of Crest Elevation of Spillway Width of Crest Area of Reservoir Estimated Cost {See Plate N^ 2) 155 Feet 5000 Acre Feet ?350 Feet 2505 Feet 2503.5 Feet 20 Feet 80 Acres « 3,970,000 Cost per Acre Foot oi Storage M96 S>\NTA /\NA 1N\^F:STIGATI0N SANTA ANA INVKSTIGATION 65 \\ ( Wx 12 Tunnel ■V,r Capacity 1000 Sec Tt '.7 t Length 4000 rect PLATE J Sec. 30. T. 2 N.-R.5W. Z400 2380 2360 ?340 2320 2300 2260 2260 2240 2220 20 40 60 80 100 120 WO ' ARE;i IN A CRES / J ^ i /y / ATION A > U _J u 4 t o /'^ 7 /^ / ' i / AREA 8. CAPACITY CURVES 1 CAPACITY IN ACRE FEET ! 1000 2000 MOO 4000 5000 6000 7000 2280 200 400 600 800 1000 ^T^^^:R RKe^iCRvoiR site Type of Dam - Gravity Concrete {5eePlateN^2) Height of Dam 157 Feet Capacity 5000 Acre Teet Elevation of Stream Bed 2230 Feet Elevation of Crest 2387 Feet Elevation of Spillway 2386 Feet Width of Crest 20 Feet Area of Reservoir 90 Acres Estimated Cost * 2.000.000 Cost per Acre Foot of Storage «400 SAN TA ANA INVKSTiriATION DIVISION OF ENOTNEERTNG AND IRRinATION SCALE 1000' 2000 Ft I I '•StaO Z080 2065 ?050 2035 2020 2005 1990 1975 I960 50 no 150 200 250 300 ARE/ k IN ACRE 5 z o Cl ,r,^^ ^ ,'/ u -1 c/ 3 z / / I^\-'' / / / / // t 1 [ A REA < & CAP/ :URVE* kCIT 5 Y ( :apac :iTY IN ACRE 1 FEE1 ■ 1500 3000 4500 6000 7500 9000 2005 1990 1976 300 600 900 1200 1500 1800 YUCALPA REvSET^X^OIR v^ITE Type of Dam Earth Till Height of Dam Capacity Ellevation Stream Bed Elevation of Crest Elevation of Spillway Width of Crest Area of Reservoir Estimated Cost {JeeP/o/eN^^) NO Feet 7500 Acre feet I960 feet 2070 feet 2060 reet 20 Feet 275 Acres ^1,480,000 Cost per Acre foot of Storage t^ 198 SANTA ANA INVy]S IIGATION SANTA ANA INVESTIGATTON 67 PLATE L i Jf 2?90 2280 7270 226P 22b0 ?240 Z230 2220 2210 2 200 50 100 150 ZOO 250 300 AREA 8. CA CURV CAPACITY IN ACRE TEET PACITY EIS I 2290 2260 2270 2260 2250 p 2240 2000 4000 6000 2230 2220 2210 — 2200 V „re5r o r uam- i ■> l~ z o -\ _I. \ u j a: j 1- Z O 1 A y PRC )FILEOFD AM SITE HORIZONTAL 0I5TANCC IN FEET | 500 1000 1500 2000 2500 SIXGIvKTOX RESKR\"OIR SITE Type of Dam Earth fill (3ee Plate fP?) height of Dam 80 feet Capacity 5,500 Acre feet Elevation of Stream Bed 2210 Teet Elevation of Crest 2290 Feet Elevation of Spillway 2280 Feet Width of Crest 20 Feet Area of Reservoir 215 Acres Estimated Cost « 1,098,000 Cost per Acre Foot of Storage * 200 .^AM A AXA IN\'i:S^ri{;A'ITON DIVISION OF ENGINEERING AND IRRIGATION 1360 1350 : 1340 1330 1320 1310 SO 100 150 ?00 250 300 1000 2000 6000 1360 1355 1350 1340 1330 1320 1310 \ Cre; t Of D am-^ \ s \ w I \ U \ D O z o o \ PRO FILE L . OFD AMS ^\ \ / 1 1 MORIZO NTAL distance: IN feetN y 500 1000 2000 3000 4000 LITTLE MOUNTAIN RKSERVOIR SITE Type of Dam ETarth Till (Je^P/o/e//'^) Height of Dam 50 reet Capacity 2600 Acre Teet Ellevation of Stream Bed 1310 Feet Elevation of Crest 1360 feet Elevation of Spillway 1350 Feet Widtti of Crest 20 Feet Area of Reservoir 175 Acres Estimated Cost S 964,000 Cost per Acre Foot of Storage ^370 SANTA ANA INVESTIGATIO: SANTA AXA IXVESTIGATION' 69 lOO 400 eoo 800 1000 i;oo um i60q i800 ?coo AREA & CAPACITY J__ I CURVES 940 CAPACITY IN ACRE FEET 1000 990 980 970 960 950 1 Cres! of Dam-^ zX 1 i\ UJ \ ^ 1 1 ° 1 \^] o 1 PROnLEOFDAMSITE HORIZONTAL DISTANCE IN FEET zoooo X iOC 200 3P0 400 500 600 700 AREA IN ACRES AREA S. CAPACITY CURVES 460 t I CAPACITY IN THOUSANDS OF ACRE FTET 12 16 V3 24 ?8 MORIZONTAL DISTANCE IN FEET 600 PROFILE or DAM SITE § BIO 495 50C 1000 2000 3000 4000 4ao 1^0\VKR S.AXTIAGO RKSERVOIR SITE Type of Dam Earth Fill Height of Dam Capacity Elevation Stream Bed Elevation of Crest Elevation of Spillway Width of Crest Area of Reservoir Estimated Cost 110 Feet 23,600 Acre Feet 480 Feet 590 Feet 560 Feet 20 Feet 560 Acres * 1, 188.000 Cost per Acre Foot of Storage 5 50 S.AXTA AXA IX\'ESTIGATION 74 DIVISION or ENGINEERING AND IRRIGATION PLATE T .T"EST DRILLINGS UPPEv. PRADO RESERVOIR SITE (ion. 480^ 4-70- 500 500 PROFILE PRADO SITE 4-00- 4-50- N 0) ' o X 00 i;4_(u, o i: .500 400 Probable line or Bedrock ^PROFILE CHESTER SITE —I o T. -i— ^ 4.50 605 565 485 44-5 C^PACIT Y IN a AREA CURVES PRADO RESERVOIR THOUSANDS OF ACRE FT. "^°^IOO 200 300 40O 500 600 700 800 900 1000 SANTA ANA INVESTIGATION SANTA AXA IXVESTTOATIOX 75 PLATE V "TKST DRII.L1NGS LCn\T:R PRADO RESERVE (R SITE (See Map 13. Sheet 2J „ „ /^'V',,,)*.' o I LOWER PRADO SITE CO o o X •*- o r 400 North Bank -300 South Bank 'ProbaS^e //ne of Bedrock 200 1000 2000 3000 4000 5000 6000 "80 ilo Teo Joo ?4o Jm wi sSo SANTA ANA IN\ ESTKiATION 76 DIVISION OF ENGINEERING AND IRRIGATION 27. Santa Ana cone spreading grounds. This cone lies immediately below the mouth of the canyon and contains an area of 5000 acres of rouo-li ossible floods in safety to the ocean at the mouth of the 8au Gabrirl Kiver through this densely jiopulated area. The cost of a 500-foot channel with revetted levees from Yorba to Alamitos, including rights of way, is estimated to be $1,000,000. The utility for spreading for this channel would be a rate of 1,000 second- feet per dav and its utilitv as a flood channel Avould be to take care of a 30,000 second-foot flood' 34. Declez Canal. This canal would serve as an intercepting and storm-gathering channel from the Santa Ana River at Palm Avenue east of San Bernardino and passing north and west of San Bernardino and Colton woiild terminate in Declez Reservoir, previously described. In the location shown on Plate S, facing page 78, it will be seen that such a canal could divert the water in the main Santa Ana River, Plunge Creek, City Creek, Waterman Canyon and Lytic Creek. It also would be capable of gathering all surplus waters which are drained from the Santa Ana cone spreading grounds. As located this canal would pass behind Perris hill, which coidd be organized into a small equalizing reservoir to produce a more uniform flow in the canal beyond that point. The capacity of the canal is taken as 1,000 second-feet. It would have a bottom width of 30 feet, and is estimated for gravel levees on both sides, protected by wire revetment and mattresses. Concrete spillways would be provided for excess capacity at Santa Ana River, City Creek and Lytic Creek crossings. The flood waters would be discharged into Declez Reservoir, previously described, with a capacity of 65,000 acre-feet. The utility of this canal would be the removal of storm waters from the Santa Ana cone whenever an excess existed to a region where the ground water level is 100 feet or over in depth and where over-year storage is feasible and desirable and capable of extraction. This canal Avould serve as an intercepting storm drain for San Bernardino over a length of 8 miles. To a certain extent it would reduce the floods of L\'tle Creek through the city of Colton. Such a canal might serve to impound 100.000 acre-feet in one storm year which now escapes to the ocean. The cost of the canal alone would be $2,465,000. As previously stated, the Declez Reservoir would cost $4,847,000. 35. Little Mountain Canal. This canal would carry the regulated discharge of Little ^Mountain Reservoir, previously described, westward to spreading grounds in Cajon and Lytle Creek. "With a capacity of 200 second-feet, and a length of 4 miles, the cost is estimated at ^=80,000. Its utility would consist in conservation in conveying flood waters of Devil, Waterman and East Twin creeks, temporarily detained in Little ^Mountain Reservoir to the depleted gravel area at the junction of Cajon and Lytle Creek. It would prevent flood water from passing into the streets of San Bernardino and conserve them in a favorable situation for extraction. K14AD 5:3JD3d ' -•'G OT Ravfa AMA AiKij^d Mom ^, . i isaneriD-nbrsO to sbcnO fannerlD t. '"•q dOBiD 'i« .3nn6rlO nsqO to rl!. lanneHO baVsvoD }q rll ♦eoO b3l6oint. The capacity of the canal is taken as 1,000 second-feet. It would have a bottom width of 30 feet, and is estimated for gravel levees on both sides, protected by wire revetment and mattresses. Concrete spillways would be provided for excess capacity at Santa Ana River, City Creek and Lytle Creek crossings. The flood waters would be discharged into Declez Reservoir, previously described, with a capacity of 65,000 acre-feet. The utility of this canal would be the removal of storm waters from the Santa Ana cone whenever an excess existed to a region where the ground Avater level is 100 feet or over in depth and Mhere over-year srtorage is feasible and desirable and capable of extraction. This canal would serve as an intercepting storm drain for San Bernardino over a length of 8 miles. To a certain extent it would reduce the floods of Lytle Creek through the city of Colton. Such a canal might serve to impound 100,000 acre-feet in one storm year which now escapes to the ocean. The cost of the canal alone would be $2,465,000. As previously stated, the Declez Reservoir Avould cost $4,847,000. 35. Little Mountain Canal. This canal would carry the regulated discharge of Little ]\fountain Reservoir, previously described, westward to spreading grounds in Cajon and Lytle Creek. With a capacity of '200 second-feet, and a length of 4 miles, the cost is estimated at ^80,000. Its utility would consist in conservation in conveying flood waters of Devil, Waterman and East Twin creeks, temporarily detained in Little ^Mountain Reservoir to the depleted gravel area at the junction of Cajon and Lytle Creek. It Mould prevent flood water from passing into the streets of San Bernardino and conserve them in a favorable situation for extraction. 80 DIVISION OP ENGINEERING AND IRRIGATION 36. Gage Canal, continuation of. Tliis would consist of extending the Gage Canal from its terminus near Arlington 7 miles to the Blue Diamond Reservoir. The capacity of the existing canal is 60 second- feet. Tiie utility of such an extension would be the diversion of flood water of the upper Santa Ana River during the period of little or no irrigation use and storing it in Blue Diamond Reservoir. Its utility in this sense would be conservation, annual regulation and even over- year storage for use on lands near Corona or in Orange County. The cost of the extension of the Gage Canal is estimated at $500,000. 37. Conservation Canal. Taking the Jurupa Reservoir as an intake, a canal of 200 second-feet capacity may be located via Corona and end in the Lower Santiago Reservoir. The length hj map contour is 35 miles, and is estimated to cost $8,000,000. The elevation at Jurupa Reservoir is 700. The high water level of Lower Santiago Reservoir site is 580 feet. The difference in elevation permits a grade of 1 foot per 1,000 feet in the canal. By this disposition a power drop of 200 feet becomes available. The hydraulic construction would be entitled to a ])ower credit on its first cost. In addition it should be credited v.'ith the salvage of evaporated waters in the natural channel. The Lower Santiago Reservoir in connection with this plan would become a reservoir providing 24,000 acre-feet of annual storage for use of Santa Ana Valley Irrigation Canal, holding winter water for use in summer. 38. Chino Canal. In a similar manner the Jurupa Reservoir could act as an intake for a canal to Chino Reservoir, providing for 40,000 acre-feet of annual regulation for the Anaheim Canal. The cost is estimated at $775,000. It would assist in the salvage of waters of the natural channel to a certain extent. 39. Salvage Canal. On account of rising waters below Jurupa Reser- voir amounting to one-third of the perennial flow through the lower Santa Ana canyon, an additional low level canal near the stream bed would be required for the complete unwatering of the natural bed. It is probable that the Conservation and Chino canals previously described would sufficiently reduce the water plane between Jurupa Reservoir and the mouth of Chino Creek to prevent evaporation. The Salvage Canal would be required beloAV the mouth of Chino Creek to by-pass the waters through the canyon. It would be needed in any event to convey without loss waters from Chino Reservoir to the vicinity of the Anaheim and Santa Ana canal headings. The cost is estimated at $300,000. Salvage Canal somewhat extended would be an alternative to Conservation Canal. 40. Irvine Canal. Tliis canal would be required to convey flood Avaters in the lower Santa Ana River to Irvine Reservoir. The length would be 5 miles and the capacity 5,000 second-feet. The intake would be in the vicinitv of Fifth street bridu'e, Santa Ana. Tlie estimated cost is $150,000. ' The utility of this canal is to make effective the storage capacity of Irvine Reservoir, amounting to 16,800 acre-feet, previously described. SANTA ANA INVESTIGATION 81 41. San Bernardino moist area drainage. This would be (Milircly a c'onsorvatiou lucasiuv. It would consist of roducinfj the water plane over an area of (i,0()0 acres permanently below the root zone. This has been acconii>lis]ied elsewhere by drainajre ditehes or by shallow pump- ing. The drained water or the watei- drawn from shallow Avells would be pumped to higher lands and utilized. Xo estimate has been made of cost. The utility of this measure would be the salvage of evaporated water, which theoretically may amount to 20.000 acre-feet annually, and its use on adjacent lands. The reclamation of the moist area from sub- irrigated pasture and meadow to presumably more remunerative crops would be effected. 42. Newport Pumping Plant. The collection of waters of drainage ditches now discharging into the ocean, between Newport and Bolsa Chica, could be accomplished by a collecting canal, along the ocean front. The water could be pumped into the Irvine Reservoir contin- uously through the year, and taken again by pumping from Ir\ine Reservoir to the irrigated lands, as monthly demand would require. This reservoir would therefore ])rovide annual regulation, and the entire drainage water could be conserved. In connection with this drainage water conservation, the utilization of the effluent of the :Metropolitan Sanitary Districts of Orange County might be joined. The principles governing sewage utilization are discussed on page 213. The drainage Avater may be found to afford the dilution required to permit sewage storage. The topic is presented only for further study. Xo authoritative opinion can be quoted on this subject. 43. Sewage Canal from Los Angeles metropolitan area. The physi- cal situation is that the treatment plant of the Los Angeles sewage is di.stant 40 miles from the center of possible utilization in Orange County and the treatment plant of the Los Angeles County Sanitary District is 30 miles distant. Xo estimate of cost is made. The utility of sewage utilization would be found in its dependability in dry seasons. It is an outside source and would be additional to the general stock of water. If a complete revision of domestic distribution were possible, using only gravity waters, or ground waters above po.ssible pollution for domestic purpose and utilize sewage in designated areas, it might be possible to considerably extend the irrigated area. Further, the use of this sewage, appears limited by distance and cost to lands below an altitude above sea level of 150 feet, that is to lands in lower ba.sin. 44. Colorado River Aqueduct. In Part IT. page 214. is given a descrijition of {ho Colorado River Aqueduct. On X'^ovember 6th, 1028, certain cities in Santa Ana watershed voted upon their inclusion in the general water district, to be composed of some fifteen municipalities. Progress in resjiect to the Colorado River Af|ueduct is dependent upon legislation by the L^nited States Congress. In any event it is confined to municipal uses and its cost will coi-respond. Its significance in this rejiort is because it is an addition from an outside source. Tiie present domestic area in tlie Santa Ana Avatershed is 8 per cent of the total area and a large portion of the irrigated area is in small ownership 82 DIVISION OF ENGINEERING AND IRRIGATION suburban in character. Water is distributed in many instances in the irrigated area in a manner similar to municipal distribution. The addi- tion of Colorado River water may be reasonably anticipated to provide for the extension of municipal areas in the Santa Ana watershed for the future. It may even release water for irri'jation on new lands by reason of the passing of lands now irrigated into municipal use. 45. City Creek Levee. A in-otection work is outlined from the west bank of City Creek at Base Line avenue, southwesterly to the north bank of the Santa Ana River and thence along the Santa Ana River to E street bridge of San Bernardino. This would consist of a gravel levee 10 feet high, 10-foot crown, 3 to 1 slopes, the upstream side protected with a wire mattress, including 5-foot apron. The length would be 40,000 linear feet and the cost estimated at $704,000. The utility of this protection work would be to protect the city of San Bernardino and Aneinity from floods of City Creek, Plunge Creek and Santa Ana River. It would haA'e a utilit}^ in gathering the surplus waters which are now, or may be spread on the Santa Ana cone and safely returning them to the main Santa Ana River channel. If spread- ing is practised on a great scale sufficient to regulate floods on the Santa Ana cone such a protective work would be necessary, not only to insure the return of surplus waters to the river, but also to guard against the failure of any particular spreading work. 46. Levee at Colton on the Santa Ana River. A double levee may be provided between E street bridge and the Riverside road bridge immediately south of Colton. This protective work is estimated to cost $100,000. 47. Lytle Creek protection works. A single levee is required between Highland avenue and Foothill boulevard on Lytle Creek to conduct this stream in one channel. This levee Avould be 6,000 linear feet in length. It would be 10 feet high, 10-foot crown, slopes 3 to 1, and upstream side protected with wire mesh mattress. It is estimated to cost $100,000. From Foothill boulevard to the mouth of Lytle Creek a relocated channel midAvay between the present east and west channels is required involving the removal of houses which are now in the storm track. This work is required for protection of life. It would consist of a double levee of the same type, 10,000 linear feet in length, and is estimated to cost $430,000. 48. San Timoteo Creek levee. There is required on San Timoteo Creek a double levee 6 feet high, of similar construction, for a length of 27,000 linear feet of relocated channel. The estimated cost is $600,000. 49. Lower Santa Ana River Levee. There is required a single levee from Yorba to Fifth street bridge in Santa Ana of a total length of 90,000 feet. This levee would be 10 feet high. 10-foot crown, and protected bv ]nling and wire revetment and is estimated to cost $1,500,000. There is required a widening of the present levee channel from Fifth street bridge to the ocean to a width of 500 feet. This would involve the moving and rebuilding of one levee and the providing of SANTA ANA INVESTIGATION 83 piling and wire mesh protection for both levees of a lenjrth of 200.000 feet. The cost is estimated at !|;3,5()0,000. 50. Protection works at San Jacinto and Perris. Reservoir sites exist in the headwaters of tlie San Jacinto l\i\er, on Strawberry Creek, North Fork of the San Jacinto River, Bautista Creek and Potrero Creek, which if built would have a limited effect on floods. These have not been studied for flood control possibilities. Channel control by levees is desirable at the city of San Jacinto. The structure would have a length of 10,000 feet. It would be 10 feet high, 10 foot crown and protected by wire mesh mattress, and is estimated to cost $150,000. South of Perris pondage of the San Jacinto River occurs over a large area during major floods. This is in part due to lack of openings in the railway and highway embankment. Combined Avitli bridges of greater capacity and perhaps an excavated and rectified channel, a levee system would limit the extent of the overflow. Xo estimate is made of the cost of these works. CHAPTER 6 ILLUSTRATIVE COMBINATIONS OF UNITS INVESTIGATED. Combination A. Channel easements and bank protection. In any plan, official beds for flood channels should be provided. In any plan, bank protection along the lines of the official channels should be pro- vided wherever the streams are not flowing between bluffs. This combination is the simplest and represents the situation as of today. There are few unrelated scattered protection works. There are a few bridges with wing walls of greater or less extent. There are private bulkheads on individual properties. The works called for in this combination would be as follows: Ease- ments for official channels; City Creek levee, levee along Santa Ana River at Colton, Lytle Creek levee, San Timoteo Creek levee, levees from Yorba to Santa A.na and widening of present channel from Santa Ana to the ocean. The cost of the official channels is estimated to be $1,500,000 and of the protective works $7,400,000. Combination B. Combination B is for flood control, consisting of Forks, Turk Basin, Prado and Lower Santiago flood control reservoirs and has been worked" out for two sizes of Prado Reservoir as shown in the following paragraphs. This assumes that combination A would be adopted in a whole or in part. This group of works would consist of Forks Reservoir, built to a height of 310 feet, a capacity of 20,000 acre- feet and a cost of $8,000,000 ; Turk Basin, with a height of 155 feet, a capacity of 5000 acre-feet and a cost of $4,000,000 ; Prado Reservoir with a height of dam 80 feet, a capacity of 95,000 acre-feet and a cost of $6,000,000 ; and Lower Santiago Reservoir with a height of dam of 110 feet, a capacity of 23,600 acre-feet, and a cost of $1,200,000 ; a total cost of $19,200,000. The results to be obtained by this combination are that the capital peak flood at Mentone would be reduced from 52,000 to 20,000 second- feet, the capital peak flood at Colton would be reduced from 80,000 to 50,000 second-feet, the capital peak flood at Yorba would be reduced from 86,000 to 22,000 second-feet and the capital peak flood at Santa Ana would be reduced from 100,000 to 23,300 second-feet. The 24-hour average capital flood would become at ]\Ientone 20,000 second-feet, at Colton 50,000 second-feet, at Yorba 22,000 second-feet and at Santa Ana 23,300 second-feet. This is shown in detail in the following tabulation illustrative of the action of flood control reservoirs. The Forks Reservoir provides an o])ening at all times of 20,000 second-feet, Turk Basin an opening of 6000 second-feet, Prado an opening of 22,000 second-feet, and Lower Santiago an opening of 2300 second-feet. SANTA ANA INVESTIGATION 85 Capital flood as regulated hi/ Combination B Upper Santa Ana River Day of flood Santa Ana at Mentone, daily discharge Storage Forks reservoir, acre-feet Below Forks reservoir, acre-feet .\bsorption in channel, acre-feet Net reaching Prado Second-feet Acre-feet reservoir, acre-feet 1 1,900 30,000 4,000 2,000 2,000 2,000 3,800 60,000 8,000 4,000 4,000 4,000 20,000 3,300 40,000 24,000 4.000 4,000 4,000 2,000 8,000 4,000 1,000 1.000 1,000 1.800 2 32.000 3 -• 20.000 4 3.000 5 3.000 6 3.000 Lytle Creek Day of flood At Turk Basin, daily discharge Storage in Turk Basin, acre-feet Below Turk Ba.<:in, acre-feet Absorption in channel acre-feet Net reaching Prado Second-feet Acre-feet reservoir, acre-feet 1 2 3 6,000 9,500 2,000 2,000 2.000 1.200 12.000 19,000 4.000 4,000 4,000 2,400 5.000 12,000 14,000 9.000 4.000 4.000 2.400 3,000 3,000 1,000 1.000 1,000 600 9.000 11.000 8,000 4... -..- 5 3.000 3,000 6 1,800 Floods partlalh/ regulated reaching Prado Reservoir All in acre-feet Day of flood Upper Santa Ana as regulated Mill Plunge City Cable, Devils, Waterman and Strawberrj- Cajon and Lone Hne Lytle as regulated San Timotco 1 1,800 32,000 20,000 3,000 3,000 3.000 1,600 11,600 4,000 1,200 800 500 2.800 7.000 2,400 1.000 600 400 4,600 8,800 2,600 1,400 800 600 1.000 4,000 1,600 600 400 200 2.000 4.600 2,000 200 9.000 11.000 8.000 3.000 3.000 1,800 8.800 2 14.200 3 ... 1.000 4 5 6. . Day of flood Warm Creek and valley floor 1. 2 3] 4. 5. 6. 3,000 6,000 3.000 800 600 500 lK>cal ToUl drainage Siiita Ana Storage Kegiilated outflow between Temcscal Chino River Prado Colton and reaching reservoir Pedley Prado 2.000 5.000 500 42,100 42.100 4.000 20.000 3,000 126.200 82,200 44.000 2.000 8.000 1,600 56.200 94,400 44,000 1,000 2.000 600 14,800 65,200 44,000 200 1.000 200 10.600 31,800 44,000 200 800 200 8^00 40.000 86 DIVISION OF ENGINEERING AND IRRIGATION Santiago Creek, regulated hy Lotver Santiago Reservoir Day of flood Santiago Creek, daily discharge Storage Regulated outflow Second-feet Acre-feet Acre-feet Acre-feet 1 1,200 14,000 2,400 600 550 500 2,400 28,000 4.800 1,200 1,100 1,000 23,400 23,600 20,200 16,700 13,100 2,400 4,600 4,600 2 3 4 4 600 5 4,600 6... 4,600 Santa Ana River at Santa Ana as regulated Prado Reservoir — 95,000 acre-feet Day of flood Santa Ana River below Prado reservoir Santiago Creek below Lower Santiago reservoir Absorption in Channel Regulated flow at Santa Ana Second-feet Second-feet Second-feet Second-feet 1 2 21,000 22,000 22,000 22,000 22,000 20,000 1,200 2,300 2,300 2,300 2,300 2,300 1,000 1,000 1,000 1,000 1,000 1,000 21,200 23,300 3 23,300 4 23,300 5 23,300 6 21,300 On page 60, in the description of Upper and Lower Prado Reser- voir sites, there has been already indicated the tentative program of Orange County Flood Control. This program v^^ould carry combina- tion B to almost the maximum development. The present channel of the river from the city of Santa Ana to the ocean is enclosed in levees, the width being 400 feet near Santa Ana, 350 feet midway and 300 feet near the mouth. The United States Geological Survey shows an average 24-liour discharge of 13,000 second-feet and a peak discharge of 25,000 second-feet. With this discharge breaks in the levee on the northwest side occurred. With a rectification of the width, it would appear that 23,000 second-foot floods as heretofore shown in combina- tion B could be carried. The tentative plan of Orange County Flood Control would provide 180,000 acre-feet of storage, and contemplates a discharge of 1,000 second-feet for minor and ordinary floods changing to 5,000 second-feet when the reservoir is half full. This storage together with the other reservoirs would require for the capital flood openings with capacity of 7,000 second-feet and a channel cai)acity below city of Santa Ana of 8,300 second-feet. The total cost for this modification of combination "B" is estimated at $21,000,000 to $25,000,000 depending on which reservoir is constructed in Lower Santa Ana Canyon. The i)erformance of this modification is shown in the following tabulation: SANTA ANA INVESTIGATION 87 I'niiii) Ixisrrroir irith 180,000 acre-feet i-niim it ij in combination ivith Forkx, Turk Basin and Lower Suiitiuf/o rcscrroir.'< Santa Ana Ifircr at Prado Day of flood Total Santa Ana River reaching Prado acre-feet Storage in Prado reservoir acre feet Regulated outflow Acre-feet Second-feet 1 42.100 120.200 50.200 14,800 10.000 8.200 28,100 140,300 182.500 183.300 179,900 174.100 14.000 14.000 14.000 14.000 14.000 14,000 7 000 2 7 000 3 7 000 4 7 000 5 7 000 6 7,000 Santa Ana Kiver at Santa Ana as regulated Day of flood Santa Ana River below Prado reservoir second-feet Santiago Orcek Ijelow Lower Santiago reservoir second-feet .•Vbsorption in Channel second-feet Regulated flow at Santa Ana second-feet 1 7.000 7,000 7,000 7.000 7,000 7.000 1.200 2,300 2.300 2,300 2,300 2,300 1,000 1,000 1,000 1.000 1.000 1.000 7 200 2 8 300 3 8 300 4 8 300 5 6... 8,300 8,300 If no flood control reservoirs were installed above, but Lower San- tiago Reservoir was installed, the required opening for capital flood conditions in Prado Reservoir and the channel capacity to the ocean would be the same. The estimated cost is $13,000,000. If no reservoirs Avere built except Prado, the outlets in Prado would be for 7.000 second-feet, and the required channel capacity to the ocean would be 20,000 second-feet, as shown in the following- tabula- tion. The estimated cost is $11,800,000. Stream as concentrated at citii of Santa Ana soleli/ regulated h]i Prado Reservoir with 180,000 acre-feet capacity Day f flood Santa .\na below Prado reservoir 8ec3nd-feet Santiago Creek second-feet .\l)sorption in Channel second-feet Regulated flow at Santa Ana second-feet 1 7.000 7.000 7.000 7.000 7.000 7.000 1,200 14,000 2,400 600 600 500 1.000 1.000 1.000 1. 000 1.000 1,000 7 200 2... 20 000 3.... 8,400 6 600 4 5 6 600 6 6 500 Combination C. Combination C is alternative to Combination B. In this combination Forks, Turk Basin and Lower Santiago reservoirs are used as in combination B. P>lue Diamond and Jurupa reservoirs have been substituted for the Prado R<\servoir. Jurupa Reservoii- with a capacity of 6r),000 acre-feet requires a dam 85 feet high antl 7— G3685 S8 DIVISION OF ENGINEERING AND IRRIGATION will cost $7,300,000. Blue Diamond Reservoir with a capacity of 31,000 acre-feet requires a dam 110 feet hio-h and will cost $1,600,000. The result of this combination C would be to reg'ulate peak floods sufficiently to make a uniform 24-hour flow in the main river as before. The 24-hour flood would be reduced at Mentone, as before, to 20,000 second-feet ; at Colton to 50,000 second-feet ; at Pedley Bridge to 21,000 second-feet; at Yorba to 23,000 second-feet and at Santa Ana lo 24,300 second-feet, as shown in tlie following tabulation. I-ltxids of SfDita Aii(i /^?'rf•?• pcirtidlly rcfjiiAated reachinn JiiruiJa Reservoir (as I)ic\i()ii.sly niNen iiiiilcr ciiinliiiiaiiim B omitting Temescal ami t'hiiin Crei'ks). Sdxiii And River as Regulated at J urupa Total Santa Ana Daii River reaehintj Htorage Jurnpa Refjulated of Jurupa Reservoir Reservoir oiitfloxv flood aere-feet aere-feet acre-feet 1. 37.600 37.600 2. 101,200 59,200 42,000 3. 4(J,G00 G3,S00 42,000 4. 12,200 34,000 42,000 5. 9,400 1,400 42,000 (i. 7,200 8,600 Temescal Creek as Regulated hy Blue Dia)nond Reservoir Temescal above Day Blue Diamond Regulated of Reservoir Storage outflow flood acre-feet acre-feet acre-feet 1. .''1,000 4.000 1,000 2. 20,000 23,000 1.000 3. 8,000 30,000 1,000 4. 2,000 31,000 1,000 .'5. 1,000 31,000 1.000 fi. 800 30,800 1,000 Santa Ana River as Regulated at Santa A7ia Santa Ana Temescal Santiago River Creek below Creek below Regulated below Blue Chino Blue Absorption flow at Day Jurupa Diamond Creek un- Diamond in Santa of Reservoir Reservoir regulated Reservoir channel Ana flood sec. -ft. sec. -ft. sec. -ft. sec. -ft. sec. -ft. sec. -ft. 1. 18.800 500 250 1,200 1,000 19,750 2. 21.000 500 1,500 2.300 1.000 24,300 3. 21,000 500 800 2,300 1,000 23.600 4. 21,000 500 300 2,300 1,000 23,100 5. 21.000 500 100 2,300 1,000 22,900 6. 4,300 500 100 2,300 1,000 0,200 Combination D. This combination in addition to Forks, Turk Basin, .luru])a. Blue Diamond, and Santiago reservoirs, includes spreading works on the Santa Ana River, Mill Creek, Lvtle Creek and Anaheim channel. The spreading works on the Santa Ana cone would provide for reduction of 24-hour maximum floods by fiOOO second-feet, the works on Mill Creek 3000 second-feet and on Lytle Creek oOOO second-feet, 01- a total of 13,000 second-feet. The effect would be to decrease the 24-houi' flood at Colton by this amount. It would result in a reduction of the discharge obtained by storage in Jurupa or Prado at least (iOOO second-feet. Provision of spread- ing works in the vicinity of Anaheim would absorb 1000 second-feet additional to present conditions. The regulated outflow maximum already given of approximately 23,000 .second-feet at Santa Ana would be reduced to at least 16,000 second-feet. The estimated cost of these spreading works is $2,000,000. Combination E. Assuming that flood control were reasonably accomplished by some of the preceding combinations, combination E SANTA ANA INVESTIGATION 89 takes up tlio additional -works reqiiirod to sccuro fomplote over-ypar storajre of the jiresent wasto into the ocoan. Tliis roquiros the stora<;e of approxinialely 2S(i.()0() acro-feot in one maxinimii yeai", to rejrulate tlu> wnstc, wliii-h \vill tlien yield a unifoi-ni supply of ^i^i.OOO aere-feet. in the nuixiniuni year flood eontrol works of eonibination B, C or D ■would incidentally conserve and store in fii jncls oO.OOO to 100,000 acre- feet over and above the absor])tion by natural channels and existintr spreadinji' works. Therefore additional conservation reservoirs of from ISO.OOO to 2:?6.000 acre-feet would be required. Conservation reservoirs in the following; list would accomplish the i-emainin^' stoi'ajre reipiii-cd. either by actual over-yeai- stoi-aii'c within the rescrvoii- or bv retention sufiicient for svstematic aiul complete spread in»i' in the vicinity. Jicscrvo'n- Acre-feet Singleton 7.50n Viicaipa 5.500 Little Mountain 50,000 D-clez 65.000 Blue Diamond 50.000 Upper Santiago 32.000 Irvine 17,000 247,000 The cost of this irrouii of conservation reservoirs is estimated at ik27.000.000. Combination F. Even if flood control works and conservation reser- voirs in the precedin27__$64,148,000 $29,693,000 $155,578,000 $13,397,000 Probable annual income, 1927 30,192,000 15.213.000 37,982,000 Storm damage, 1916 400,000 605,000 521,000 Storm damage, 1927 175,000 300,000 350,000 The damage to public works on the Santa Ana watershed by the storm of 1916 has been described in detail in "Water Supply Paper, 426, U. S. Geological Survey, as follows : San Bernardino County. — Nearly 40 bridges, including 3 across Santa Ana River, were washed out or damaged. The cost of replacement and repairs was about ?67.524. The roads in every section of the county were seriously dam- aged. On Turner avenue, Cucamonga. the entire street was washed out from 4 to 12 feet in depth for a distance of 4i miles. Cajon and Mill Creek roads were badly washed and required extensive repairs. The damage to roads and culverts was about $80,656. The in.iury to state highways, including repairs made during the storms, was about $6,950. Riverside County. — The damage to 15 bridges, including 4 across Santa Ana River, was about $78,100. Several roads were badly washed out and the lo.ss was approximately $32,000. The injury to state highway, including repairs made during the storms, was about $18,500. Orange County. — Almost the entire mileage of mountain roads will have to be rebuilt, as the grades were badly washed or buried by slides. The other graded and oiled roads were slightly damaged by deposits of debris and occa- sional washouts. The injury caused by undermining and shoulder cutting of paved highway was nominal. The loss of bridges was not considered, as they were old wooden structures which should have been replaced. The total damage was about $45.fM)0. In addition, the state highway loss was approxi- mately $36,500 including repairs made during the storms. Damage Subsequent to 1916. In San Bernardino County, in l!)27, many roads were put out of service, and public bridges on San Timoteo Creek were destroyed, with a loss of $20,000. In Riverside County, !Mr. A. C. Fulmor, county surveyor, reported as follows to the board of supervisors on public losses by flood of February 15-17, 1927 : 92 DIVISION OF ENGINEERING AND IRRIGATION Estimated replacement Bridge cost Hamnor, Santa Ana River $10,000 Auburiidale, Santa Ana River 20,700 Rincon, Santa Ana Rivei' 4,700 Serrano, Chino Creek 200 Corona, Temescal Creek 10,000 $45,600 In Orange Connty, 'Mv. W. K. Hilliarcl, county surveyor, reports the following on i)ublic losses : "In 1922 a short portion of the Santa Ana Canyon road at Gypsum Creek v^as washed out. In 1926 two short portions of the Santa Ana Canyon road near the county line were washed out." PART II COLLECTED INFORMATION ESTIMATES AND ANALYSES CHAPTER 1 DIGEST OF COLLECTED INFORMATION AND TECHNICAL RESULTS The Five Basins Described. For i)urposes of description and analy- sis, the Santa Ana Ixivcr walcrsliod lias boon divided into five l)asins: r{)i)er, Jnrnpa, Cueamon^a, Temescal and Jjower. Tlie bonndaries of these basins are in part the toposfraphic watershed limits, in part more or less Avell recognized subterranean barriers or divides of nnderground water and on the west the boundary of Los Angeles County. The San Jacinto Basin is not included. Tt is considered to terminate normally in Lake Elsinore, and only occasionally overflows into 'Pemescal Creek. A complete report on the San Jacinto Basin was made by the Doi)artinent of Public Works, Division of Water Rights, in 1922. prepared by S. T. Harding, entitled "Report on San Jacinto River Ilydrographic Investigation." Upper Basin is the watershed lying above the Bunker Hill barrier, a line northwesterly and southeasterly between the cities of San Ber- nardino and Colton. It includes all streams on the mountain front from Lytic Creek to San Timoteo Creek. Jurupa Basin is the watershed of the Santa Ana River below the Bunker Hill barrier and above Pedley Bridge. It includes on the south the streams from Reche Canyon to Mocking Bird, and the Jurupa Hills and Slover ]Mountain on the north. Cucamonga Basin is bounded by the topographic divide of Pomona Hills and the mountain front from San Antonio Creek inclusive, to Lytle Creek exclusive, the underground hydrographic divide of the Jurupa Basin, and by the Jurupa Hills. The lower limit is the channel of the Santa Ana River, inclusive, between Pedley Bi'idge and the U. S. Geological Survey gaging station at Prado. Attention is par- ticularly drawn to other local uses of this term "Cucamonga Basin." Tt has been used to designate the gravel cone of Cucamonga Creek only. The term "Cucamonga Valley" has also been used for the entire valley from Pomona to Fontana. This, joined with Chino Basin, as some- times used, would constitute "Cucamonga Basin" as used in this report. Temescal Basin is the watershed of Temescal Creek, below Lake Elsinore exclusdve, to the Santa Ana River exclusive between Pedley Bridge and the U. S. Geological Survey gaging station at Prado. Lower Ba^in is the watershed of the Santa Ana River below U. S. Geological Survey gaging station at Prado ; the watershed of Santiago Creek, the watershed of Newport Estuary and Carbon and Brea canyons, up to and terminating on the Los Angeles County line and the Pacific Ocean. Yucaipa and Beaumont Subbasin of the Upper Basin comprise the watershed of San Timoteo Creek above its junction Avith Live Oak Canyon. This subbasin geologically and physically contains within itself features characteristic of the entire group. It contains mountain and foothill watersheds discliarging into gravel storage, barriers between the gravels, rising water, and separated agricultural valleys. The 1)6 DR'ISIOX OF EXGINEERIXG AND IRRIGATION Avaters escaping from this subbasin discharge into the main valley floor of Upper Basin. In tliese basins, mountains, foothills and isolated hills are discussed principally in connection with hydropTajihy. and water supply. The remainder, the valley floor, is generally the snb.iect of the economic studies. The bulk of tlie unused agi'icultural land, the irrigated lands, the municipalities and the broad sandy stream beds are found in the valley floor. The Maps Described. ]Mueli of the information collected has been placed on maps. This graphic representation is supplemented by tables under statistics. The map "Basin Areas," Plate 1, facing page 12. portrays the posi- tion of the various basins referred to in this report. Map 12, in pocket, "Index Map showing existing Keservoirs, Spread- ing Grounds and Eeservoir Sites Surveyed." is an index map showing all reservoirs referred to in the text, or on which information of any kind has been obtained. The map "Service Areas," IMap 7. in pocket, represents the territory in which the various water organizations are distributing water or are understood to offer or are obligated to serve water, whether such lands are actually using water or not. The boundaries shown are neces- sarily generalized. It is frequently the case that two or more com- panies have consumers within the same area. In those cases the dominant use has been indicated and only one water organization shown for each area. The tabulation of total service area is thus free from duplication. The map "Irrigated and Domestic Areas," 1927, ]\Iap 6, in pocket, shows the results of a field survey by this investigation in 1926-1928. The use which is predominatingly domestic has been shown with a separate symbol. The irrigated area shown in green includes certain areas of subirrigated cropped lands and pasture lands, near San Bernardino and in western Orange County. The map "Drainage Areas," Map 4, in pocket, is an index map of the numerous sections into which the watershed was divided on account of position of gaging stations, or varying topographic character. This map is the reference for the intensive hydrography for the last two seasons in this report. It is intended to furnish a basis and guide for a future measurement program. Such a program is advisable in antici- pation of flood and conservation works. The map "Areal Geology," Map 14, in pocket, shows the Santa Ana Watershed, classified by nonabsorptive or granite areas, semiabsorptive or shale and sandstone areas, old alluvium or the earlier gravels elevated in places in benches and generally tighter, and the recent alluvium, the present gravel fill of the valleys, highly absorptive and generally the source of pumped water. This map is referred to in the geological article in this report. Map 1, in pocket, "Santa Ana River," in six sheets, and Map 2, "Lytle Creek," on a scale of 2000 feet to one inch, show in detail the present course of these rivers. They are prepared from original sur- veys, or from reliable recent official surveys. Tlie low water channel, the flood river bed, and the willow and cultivated areas adjacent are shown. SANTA ANA INVESTIGATION 97 Map 13, in pocket, "Surveys of Keservoir Sites," in two sheets, records the results of all surveys of reservoirs made heretofore and of Avliieh tliere is record in tliis office. The surveys are ])resented simply as collected information, and for the purpose equally of assisting in elimination of nonfeasible sites as to indicate desirable sites. Statistics. The general public statistical information available, and the condensed results of data collected by this investigation are assembled in the following tables : TABLE 1. ASSESSED VALUATION 1927 Basin San Bernardino County Riverside County Orange County Los Angeles County Total Upper: Beaumont. . Yucaipa Valley Floor Jurupa -. Cucamonga Temescal Lower 1678,000 32,959,000 8,053,000 22,458,000 $64,148,000 $1,197,000 335,000 20,050,000 1,800,000 6,311,000 $155,578,000 $13,055,000 342,000 $29,693,000 $155,578,000 $13,397,000 $1,197,000 1,013,000 32,959.000 28,103,000 37,313,000 6.311.000 155,920,000 $262,816,000 Note — These figures are compiled fromdetail reports by county auditors for 1927, by school districts. aries of school districts are not identical mth basin boundaries, the distribution to basins is approximate. As the bound- TABLE 2. MOUNTAIN AND VALLEY WATERSHED OF SANTA ANA RIVER In square miles Basin Upper Jimipa Cucamonga Temescal.. Lower Totals. Mountain and foothill 591 73 103 155 274 1,196 Per cent 83 42 28 74 47 Valley floor 124 99 269 56 306 854 Per cent 17 58 72 26 53 42 Total 715 172 372 211 580 2,050 TABLE 3. HABITABLE AREA- BY BASINS (In general, the valley floor, with the high valleys of Beaumont and Yucaipa included) In acres Basin Present domestic area, 1927 Present irrigated area, 1927 River bed and waste Fiiture usable area Total Upper: Beaumont-. Yucaipa Main Valley Jurupa Cucamonga Temescal Lower Totols... 500 160 6,372 2,910 3,280 1,090 10,970 25,282 3,900 7.300 36,510 42.510 98.776 17.210 136,494 200 140 7,718 2,780 4,944 900 4,536 4.100 5,316 24.880 22,795 69,504 25,560 73,554 342,700 21,218 225,769 8.760 12,916 75.480 70,995 176.504 1 44.760 225,554 614,969 98 DIVISION OF ENGINEERING AND IRRIGATION TABLE 3. (Continued). HABITABLE AREA BY COUNTIES County Acres Square miles San Bernardino _ -- 244,641 117,796 215,268 16,046 382 Riverside 184 Orange 337 Los Angeles .. _ .^ 25 Totals - - - 593,751 928 TABLE 4. IRRIGATED AND DOMESTIC AREAS AS OF 1927 In acres (Refer to map 6 in pocket) Basin Within city boundaries Domestic Irrigated Outside city boundaries Domestic Irrigated Total Upper: Main Valley Yucaipa Beaumont-. Jurupa Cucamonga... Temescal Lower Totals... 6,185 500 2,690 2,745 1,040 10,485 7,410 400 17,890 15,230 6,600 11,890 187 160 220 535 50 485 23,645 59,420 1,637 29,100 7,300 3,500 24,620 83,546 10,610 124,604 283,280 42,882 7,460 4,400 45,420 102,056 18,300 147,464 367,982 TABLE 5. HISTORIC INCREASE IN AREAS USING WATER, 1888-1927 In acres Year Upper Jurupa Cuca- monga Temescal Lower Total Authority 1888 1900 10,100 17,800 12,450 12,900 750 23,500 59,700 Hall U. S. G. S.-W. S. P. 59 1902 70,492 190,295 185,508 367,982 U. S. Census 1904 20,500 44,823 30,700 51,000 U. S. G. S.-W. S. P. 139 1912 51,922 35,800 6,750 142 and 219 Conservation Commission 1919.. T'. S. Census 1927 54,742 45,420 102,056 18,300 147,464 S. A. Investigation Hall — Wm. Ham. Hall, State Engineer, in "Irrigation in Cilifornia," 1888 — The figures given in the text, supple- mented by additions from maps accompanying report for unlisted areas. U. S. G. S. Water Supply Paper 59, Lii)pincott — The figures are taken from map of Irrigated Area accompanying paper for the year 1900. It covers the San Bernardino Quadrangle only. U. S. Census — 1920 Census Bulletin, Irrigation in California, "Area Irrigated by Drainage Basins, 1902 and 1919." Domestic areas are probably not included. U. S. G. S. Water Supply Papers 138, 139, 142, and 219, Mendenhall — These papers published maps of Irrigated Area of San Bernardino and Redlands Quadrangles for year 1900, and Cucamonga, Pomona, Anaheim, Santa Ana, Downey, and Los Bolsas for year 1904-1905. Conservation Commission — This report, published by State of California in 1912, contains statistical tables showing the irrigated areas for 1912 in Southern California, prepared by C. E. Tait. Santa Ana Investigation — A complete field census of the irrigated lands was made in 1926, shown graphically on a map. This was supplemented by rcnsions and additions in 1927 and 1928. The figures are as of 1927, taken from this map; refer to map No. 6. SANTA ANA INVESTIGATION 90 TABLE 6. CROP CLASSIFICATION, DOMESTIC AND IRRIGATED AREA AS OF 1927 In acres County Do- mestic Citrus De- ciduous except .■IS other- wise listed Almonds apples cherries olives Walnuts Vines Truck Alfalfa Field crops and un- aa'ounted Total map acreage Ipper Basin (valley tliKir. Yucaipa and Beaumont valleys): San Bernardino Riverside 6,532 500 19,901 8 1,925 2,180 6,972 2,330 21 9 871 47 13.210 49,432 9 227 5 310 Jiirupa Basin: San Bernardino Uiverside 1 amonga Basin: Sin Bernardino Kivcrside 7.032 220 2,690 19.909 13,485 8.418 4,105 1.437 385 9,302 798 30 208 804 918 562 423 9 227 13,210 54,742 16,710 846 2.954 12,190 28,710 2.910 2,020 1,260 21,903 14.714 2,470 1.822 9,407 1,140 1,240 798 758 1,012 2,555 376 1,240 985 30,167 1,450 846 2.954 12,193 22,665 7,604 45,420 82 296 1,540 1.440 13,550 Los .\ngelps ■'emescal Basin: Riverside 6,210 3.280 1,090 10.970 17.184 7.193 51.900 11,787 929 1.555 758 139 550 4,181 643 15.400 31,617 439 250 1.540 857 5,700 1,440 3,300 3,000 30,269 3,710 58.139 102,056 18,300 I.Mwer Basin: ' 'range 147,464 Totals 25.282 118,089 20.198 11,547 21.266 34,209 8,952 10.921 117,518 367,982 TABLE 7. SERVICE AREA OF WATER ORGANIZATIONS AND INDIVIDUALS, 1927 In acres Basin Organized Domestic service By diversion By pumping By diversion and pumping Total organized Unorgan- ized irrigation by indi- vidual Total I'pper Jurupa Cucamonga. Temescal Lower 11,200 4.100 5.700 1,000 23.100 17,300 6,700 4,300 2,700 31,900 7.500 8.300 13,300 5,700 2,400 4,500 14.600 20.300 6.900 40,500 33.700 43.600 16.300 57.400 17.600 12.300 65.400 3.100 108.700 58.100 46,000 109.000 19,400 166.100 Totals. 45,100 62.900 37,200 46,300 191,500 207.100 398,600 I Water Supply Originating- Within Each Basin. Table 33, page 188, gives llie liydrograitliic iiK'a.surt'iucnts and cak-ulation.s to detennine tlip supply and escape for tlu' la.st two years, 1926-27 and 1927-28. These figures are given in detail for each area delineated on Map 4, in pocket. This Table 33 and jNIap 4, are published in complete detail in order to serve as a guide for future measurements. Section 8. page 194, takes up in detail the theoretical restoration of the long period run-off for 34 years, beginning in 1894 when the first (Miitinuous measurements were begun. The basis of the restoration is 100 DIVISION OF ENGINEERING AND IRRIGATION st]-eani floAv. Rainfall is not used except as required for estimating tlie direct penetration of rainfall on the valley floor. The 3-1-year averajre rainfall is found to be 1 per cent less than a 50-year average, afj given in "California Water Resources Investigation Bulletin No. 5," while a comparison of the run-otf is found to be 4 per cent less. The 34-year period is selected as based on actual stream measurements, and as giving substantially a true long-period average. The annual supply by basins is given for these 34 years in Table 35, ]>age 200. Table 8 is a summary of Table 35, and shows 446,000 acre-feet as the average water supply of the watershed for the 34-year period, and 543,000 acre-feet as the average of the last 15 years. This supply arises on Avidely spread areas, intercepted by gravel "sponges." and utilized on its way. It can never be considered as concentrated at one point in the Santa Ana River. The most important variation here from former analyses, is the introduction of "basins," permitting the evaluation of figures for consumptive use and natural loss, and to determine the over-year storage in gravels by hydrograjiliic considerations. TABLE 8. SUMMARY OF ESTIMATED WATER SUPPLY ORIGINATING WITHIN EACH BASIN AS DETERMINED BY TABLE 35. PAGE 200 In acre-feet This table includes the run-off and underflow from the foothill and mountain areas, together with the run-off and rainfall penetration on the valley floor. Basin 34 year period (1894-1928) Maximum Minimum Average 15 year period (1913-1928) Average Upper Jurupa Cucamonga Temesca}--. Lower Totals. 868,000 140.000 304,000 188.000 246.000 51,200 2.700 11.800 350 700 235.000 33,500 93,300 28,800 55.300 279.500 41,000 113.900 39.60U 69.200 1.746,000 66.800 446.000 543,000 Input to Each Basin. The water supply originating in each basin as summarized in Table 8, and as given in detail in Table 35, page 200, is not necessarily utilized in that particular basin, but a portion of the water flows away through natural channels and under- flow, or is exported by canals and i)ipe lines across the basin boundary into an adjoining basin. The actual accounting is shown in Table 9, l)age 101. This represents the average waters physically appearing in each successive basin, that is, the sum of waters originating locally, ])lus waters originating in adjoining basins yet flowing or diverted into the basin. Since some of the water is in transit through the basin and is again added to the total for each successive basin, the sum of the various "Inputs" would contain duplicated figures and would be meaningless. SANTA ANA INVESTIGATION 101 TABLE 9. SUMMARY OF ESTIMATED INPUT TO EACH BASIN AS DETERMINED BY TABLE 36, PAGE 201 Fdf 15 year period 1913-28 — in acre-frrt The (luantity of water phvsieally aecruii g to each sueecssive basin, lieirg the sum of waters originating locally and waters originating above, yet entering the basin, including importations as of 1928. Maximum Minimum Average 15-ycar period Basin Originating locally as in table 8 Entering from other basins Total input Ipper , .'nrupa 868.000 498.000 647.000 200.000 707,000 83.000 116.000 78.700 13,700 88,600 279,500 41.000 113.900 39.600 69,200 157.900 120.200 12.000 170,100 279.500 198,900 1 ueamonga 234,100 1 rraescal l.iiwer 51 600 239,300 TABLE 10. ESTIMATED MEAN SUPPLY RETAINED WITHIN EACH BASIN AS DETERMINED BY TABLES 36 AND 37, PAGES 201 AND 202 For 15-year period 1913-1S28 Basin Mean input, acre-feet Mean escape, acre-feet Mean retained in basin, acre-feet ii.per 275,500 198,900 234,100 51,600 239,300 178,700 111,400 155,600 14,400 68,800 100.800 :rupa 87,500 78,500 Temescal - 37,200 Lower _ .- 170,500 Total - 474,500 Supply Retained Within Each Basin. By accounting hydrograph- ieally for the "Input" and tlio "Escape," basin by basin, "Supply Retained" in each basin has been determined in the last column of Table 10. This "Supply Retained" represents three quantities: (a) The consumptive use or transpiration and evaporation of cropped areas and natural cover. (b) The natural losses of stream beds and the moist lands adjoin- ing;, largely in willows and grasses. (c) The water put into storage either in reservoirs or in gravels. As will be seen later, surface reservoirs store only 5 per cent and the gravels 95 per cent of the water. In other words, the surface i-eservoir affects the matter so slightly that it may be considered that the storasie in "Suii]dy Retained" is jiraetieally all gravel storage. Tables -iS to 42, i)ages 202 to 204, under section S, give the detailed cal- «^ulation of each basin, year by year, for the last 15 years of con.sumptive use and natural losses and storage, which constitutes the quantity "Retained in Basin." "]M(\nn Retained in Basin" over a series of years is a measure of the consumptive u.se and luitural losses in each basin, depending for great exactness on how much the gravel storage had increased or decreased at the end of the period over the amount at its beginning. If the gravel storage were exactly the same in 191. '1 as in 1928, then the figure "^lean Retained in Basin" totaling 174,500 acre-feet represents with exactness the average consumptive u.se dui'ing 102 DIVISION OP ENGINEERING AND IRRIGATION the 15 years. If the amount in storage in 1913 were greater than in 1928, it would indicate that the consumptive use and natural losses were slightly greater tlian the "Mean Retained in Basin." If the amount in storage in 1913 wei-e less than in 1928, it would indicate that the consumptive use and natural losses were slightly less. The word "slightly" is used because whatever this difference may have been, it affects conclusions as to consumptive use and natural losses by only 1/15 of such difference. This is because the average decrease or increase must be distributed over the 15-year period. Putting it in other words, if the base is made the years 1913 and 1928, the last column of Table 10, "Mean Retained in Basin," represents the average con- sumptive use and natural losses. Maximum Gravel Storage Utilized. Adopting these figures so obtained for consumi)tive use and natural losses, it becomes possible to calculate year by year the amount which went into storage in that year, or was wdthdrawn. For instance, reference being made to Section 8, the first column and first line in Tables 36, 37 and 38, pages 201 to 202, in the season 1913-14, the "Input" to the Upper Basin from all sources was 352,000 acre-feet. The "Escape" was 165.000 acre-feet. The difference is the amount "Retained Annually in Basin," 187,000 acre- feet. As already indicated, the consumptive use and natural losses may be taken as 100,800 acre-feet. Subtracting this amount from "Retained Annually in Basin," an amount of 86,200 acre-feet still remains to be accounted for. This represents for that season that por- tion of the supply for that season which went into gravel storage. By successively accounting for the "Input" and "Escape" by years, a figure is arrived at for the amount put into gravel storage annually. In certain years, instead of a gain of storage, this calculation shows a decrease. It is now possible, by adding accumulatively the gain in storage and subtracting the decrease in storage, to find the accumulated gravel storage year by year above or below the base years. This ealcu- Itition is illustrated in the last colunui of Tables 38 to 42, pages 202 to 204. Table 11 is a summary of these calculations and shows in the last column the total maximum reservoir and gravel storage which must have been utilized during the 15-year period over and above that existing in the base years. This Table 11 shows that the maximum storage in gravels for the valley floor of the entire Santa Ana River' M^as 1,450,000 acre-feet. Bear Valley Reservoir and various smaller reservoirs have a maximum storage capacity of 74,000 acre-feet. The total storage in surface reservoirs and gravels is found to be 1,524,000 acre-feet. The surface storage is 5 per cent and gravel storage is 95 per cent of the total. The maximum storage was reached in the year 1916. SANTA ANA INVESTIGATION 103 TABLE 11. ESTIMATED MAXIMUM RESERVOIR AND GRAVEL STORAGE UTILIZED IN EACH BASIN DURING THE PERIOD 1913 TO 1928 Based on Tables Nos. 38 to 42, Pages 202 to 204 In acre-feet Basin Maximum storage in gravels Maximum exiatingsurface storage Total maximum re8er\-oirand gravel storage utilized in last 15 years Ipi^er 514.400 114.200 345.200 126.000 349.700 71.000 1.000 1.000 1.000 585.400 Jurupa 115.200 Cucumonga ... , 345.200 TemoscAl .......... 127.000 Lower . 350.700 Totals - 1,449,500 74.000 1.523.500 Consumptive Use and Natural Losses. In .section 5, pajre 158, the factors aft'ectinjr summer consumptive use and natural losses are con- sidered. Table 26, page 160, makes the analysis in detail. Table 12 is a condensed summary showinor the consumptive use for the entire valley floor to be 381.000 acre-feet, and natural losses to be 93,500 acre-feet, a total of 47-4,500 acre-feet. Of the natural losses 14,500 acre-feet is assignable to river beds and marginal willows. The balance of natural loss is assigned to unirrigated moist lands, and unoccupied laud. Consumptive use is defined in this report as the sum of transpiration and evaporation incident to plant growth. Summer consumptive use lias been found to vary from 1.67 acre-feet per acre for alfalfa down to .50 acre-feet per acre for vines. Bare river beds varj- from zero wliere the water plane is deep, to 2.84 acre-feet per acre where the water is at the surface. TABLE 12. SUMM.\RY OF ESTIMATED CONSUMPTIVE USE AND NATLT^AL LOSSES BY BASINS AS DETER.MINED BY T.\BLE No. 26. PAGE 160 In acre-feet This table of consumptive use is based on analysis of each basin by crops. Naturallosses include the toss from free water surface, moist lands and unoccupied land. Basin Consumptive use Natural losses Total consumptive use and naturallosses I (.[.vr 57.396 63.276 73.958 24.516 161,887 43.404 24.224 4.542 12.684 8.613 100 800 Jurupa . - 87 500 Cucamonga 78 500 Temescal 37 200 Lower ... 170 500 Totals 381,033 93.467 474.500 Floods and Flood Control. Section 2, page 106, is devoted to flood control data, lli^torieally. since 1841, floods of greater or less magni- tude api)ear to have occurred in 16 years out of 87 years. The flood of 1862 api>arently was the greatest of record. 8—63685 104 DIVISION OF ENGINTEERING AND IRRIGATION Observations of peak floods and flood evidence, computed by Kutter formula, luive been made on 41 streams on tlie Santa Ana River by this investigation, or by V. S. Oeolooical Survey. On small mountain watersheds, the observations show apparent values for instantaneous peak of 1500 and even 2860 second-feet per square mile. For the greater areas, includini;- portions of the valley tioor, it is very nuich less. The main Santa Ana River at Prado, with a drainage area of 1471 square miles, ap])ears to have reached only 29 second-feet per square mile in 1916, a year of severe flood. The repose gradient, or the grade at which various sized materials appears to be deposited and come to rest during floods, is for boulders 2.8 per cent, gravel 1.8 per cent, and sand 0.2 per cent. The velocity of water suificient to cause transportation of boulders is i)robably between 15 and 25 feet per second. The velocity to trans- port sand is between 1 and 6 feet per second. At 6J feet per second, scour has been found to take place. At 12 feet ]ier second, the scour may carve .out to a dei)th of 9 feet below the original bed. The trans- porting velocity of gravel is somewhere between these figures, 6 to 15 feet per second. A comparison of the levels at various bridges indicates for the valley floor a building u]) of 5 feet in some portions of the channel, and a scour of 3| feet. In general, it would appear that the larger boulders and gravel are deposited on the cones at the mouths of the canyons, and that sand and silt are conveyed clear through to the ocean. The comparisons of levels show that Cajon Creek and Lower Lytle Creek have built up 1 foot in 21 years between Devore and San Bernar- dino. The Santa Ana River at B street bridge near San Bernardino has filled 5 feet. The Santa Ana River at U. S. Geological Survey gage at Prado in the lower canyon has lowered 3.4 feet in 9 years. The Santa Ana River at Talbert Bridge near the ocean has filled 5 feet. Surface and Underground Reservoirs. In section 3, page 144, is given a catalogue of existing nuijor reservoirs, aggregating 74,000 acre- feet capacity. Underground reservoirs have been studied under liydro- grai)hy section 8, page 202, with the general result that the storage cajjacity now in use through a series of years is found to be 1,449,500 acre-feet. Detailed cost estimates of 15 surface reservoirs, surveyed during tlie investigation in 1926, are given on })ages 147 to 151. Rainfall Penetration. "In section 4, page 152, is given the preliminary report for rainfall penetration by Harry F. Blaney of the U. S. Depart- ment of Agriculture, with which this ])r()blem was taken u]i coo])(m-- atively. Rainfall ])enetration is defined as "the anu)unt of rainfall reaching the ground water below the root zone." It is an important element in determining total water sujjply. For example in the season, 1926-1927, in the Cucjimonga Basin, it accounts for 38 per cent of the water sui)i)ly. The values are based on i-ecent scientific observa- tions and although preliminary are used confidently in this report along with stream gagings. The findings are fully set out in section 4, page 152. In brief, it is found that 1lie first rains in the fall are expended in restoring the "initial soil moisture deficiency." Transpiration oii cropped areas SAXTA AXA IXVESTIOATIOX 10.') ;is well as on areas of wild cover is also eontinuously depletinjir raiii- lall. Evaporation from the soil between storms is anotiier source of loss. It is only after the docendinir excess moisture has passed the lowest root zone, that it can he hehl to have safely joined the frround water. Absorption of Water and Spreading Works. In section (i, i)a«re Ki."), is iriven a dijrest of absorption information, including; determinations by this investijration. All determinations have included the measurin*; of the actual wetted area. Absorption api)ears to vaiy from 0.2 second-feet per acre to 4.7 second-feet, or from 0.4 feet per day to 9.4 feet pev day vertically. A catalojrue of existinfr spreadinji- works is given. There are 13 spreading works now operating in the .Santa Ana watershed, witli a capacity of at least 200.000 acre-feet. Underflow. In section 7, iiage ISO, is published data on underflow and the corresponding Slichter Constant, which varies in this region from 0.15 to 3.42 cubic feet per minute, "transmitted through a cylinder of soil 1 foot in length and 1 foot in cross section under a head of 1 foot." One deteimination of underflow l)y the investigation is included. Duty, Demand and Water Organizations. In section 9. jiage 216. is compiled the approximate duty of water for each basin, the monthly demand rate for water and a list of water organizations. Rainfall. In section 10, page 222, the annual rainfall records for 1926-27 for 57 stations are given. Of these, 11 .stations are U. S. Weather Bureau stations and the remainder are maintained privately. Forestry. In section 11, page 223, the area and date of fore.st fires is given, and results of measuring run-otf from a burned area. Geology. In section 12, jiage 225, will be found the historic geology of the watershed, accounting for the great gravel storage beds. There is also appended the geology of the lower canyon of the Santa Ana River, in connection with studies for a dam site. CHAPTER 2 FLOODS AND FLOOD CONTROL Historical Flood Seasons. A collection has been made of informa- tion bearing on the recurrence of flood periods. An abnormally wet season does not necessarily yield a maximnni flood. It appears "prob- able that the flood of 1862 was the greatest flood of the known period. The references are from U. S. Geological Survey Water Supply Papers Nos. 426 and 447, Irrigation in California by"Wm. Ham. Hall, State Engineer, and miscellaneous individual reports. Year o)- sp(ison Type of year Authority 1(8G Copiou.s rainfall U. S. G. S. No. 420 (Mission Fathers) 1811 Hood year U. S. G. S. No. 426 (Mission Fathers) loir Flood year U. S. G. S. No. 426 (Mission Fathers) 18.^5 Great flood, changed course of Santa ,0.-, .0 ^"^ River U. S. G. S. No. 426 (Mission Fathers) 1841-42 W^ettest year ever known U. S. G. S. No. 426 (Campbell) 1849-50 One of the wettest and most floody ,or, .0 winters U. S. G. S. No. 426 (Campbell) 1 851-52 A severe flood year in southern -nro California U. .=!. G. S. No. 426 (Guinn) 185o Big floods and snow_ U. S. G. S. No. 426 (Campbell) 1801-62 "Before the flood of 1861-62, the lands on which this ditch (Aqua Mansa, between Colton and River- side on North side) is used, were moist and rich bottom-lands, pro- ducing fine crops without irrigation and containing the residences of a flourishing settlement of native Cali- fornians. In that year the Santa Ana River swept these improve- ments away, and deposited a com- paratively barren sand in place of the old fine soil." Wm. Ham. Hall (page 288) "During the flood of 1862, Lytle Creek broke over from its course into Warm Creek, and ran down through what is now known as Lytle Creek wash, through the eastern part of Colton, and in doing so, destroyed a portion of the then new Meeks and Daley ditch. This creek continued to run in that course during the season ; and in the fol- lowing one, a ditch was constructed out from it, which supplied the Meeks and Daley ditch. But the latter ditch was reopened and used from Warm Creek in 1864." Wm. Ham. Hall (page 284) "In 1862 it (Lake Elsinore) was high and probably overflowed." --U. S. G. S. No. 426 (page 71) "Santa Ana River at Anaheim ran 4 feet deep and spread in an un- broken sheet to Coyote Hills 3 miles beyond. It rained 30 days in suc- cession beginning December 24 1861." U. S. G. S. No. 426 (page 30) "The flood of 1862 covered the Santa Ana Cone (east of San Ber- nardino) with uprooted pines and cedars. This was a source of tim- ber supply to the settlers for some years thereafter.' Mr. Atwood. San Bernardino 1868-69 Flood year Wm. Ham. Hall (page 202) 1884 Wet year Wm. Ham. Hall (page 357) 1888-89 Flood in Lower Santa Ana Canyon-_Wm. Ham. Hall (page 607) 1890-91 Floods noted in Lytle Creek and Upper Santa Ana River, Februarv, 1891." :___U. S. G. S. No. 447 (page 549) "Elsinore Lake overflowed heavily on February 22 and 23, 1891." U. S. G. S. No. 447 (page 549) 1894-95 Flood in Lytle Creek December, 189 4, overtopped Santa Fe R. R. trestle, between Rialto and San Bernardino W. S. Post 1905-06 Wet season U. S. G. S. Records 1906-07 Flood season U. S. G. S. Records 191.3-14 Flood on Lytle and Cajon creeks U. S. G. S. No. 447 (page 548) 1914-15 Wet year U. S. G. S. Records 1415-16 Flood year U. S. G. S. No. 426 1921-22 Wet year U. S. G. S. Records 1920-27 Flood year U. S. G. S. Records SANTA ANA INVESTIGATION 107 Flood Measurements. The floods jidually iiiciisiitcd ;irc assi'inblcd ill the t'ollo\viiiiven and the resnltin<>' rat<' of discharge per square mile. The l!4-lionr avera'_ie i)eak is also shown when known. 108 DIVISION OF ENGINEERING AND IRRIGATION TABLE 13. PEAK DISCHARGE OF SOUTHERN CALIFORNIA STREAMS IN SECOND-FEET Stream and station Drainage area, sq. mi. Date Value of "n"used Peak discharge, s econd-feet Peak discharge per so. mi., second-feet 24 hour discharge, second-feet Santa Ana River: at Mentone at Mentone. -. E St. tridge. San Bernardino at Pcdley bridge at Prado .. at Prado_ at Santa Ana Lytle Creek: at mouth of Canyon at mouth of Canyon at Foothill Blvd at San Bernardino Cajon Creek: at Glen Helen Ranch at Keenbrook at Keenbrook Lone Pine Creek: at Keenbrook San Antonio Creek: near Claremont at power house No. 1 bridge.. Cucamonga Canyon: near Upland Deer Canyon: near Cucamonga Day Canyon: near Etiwanda East Etiwanda: near Etiwanda Ingvaldsen Canyon near Fontana San Sevainc Canyon: near Fontana Hawker Canyon: near Fontana Howard Canyon: near Fontana Calwell Creek: near Keenbrook Kimbark Creek: near Devore Heights East Kimbark Creek: near Devore Heights Ames Canyon: near Devore Cable Canvon: west of Devil's Canyon Devils Canyon: near San Bernardino near San Bernardino. Waterman Canyon: near Arrowhead Sprirgs near .\rrowbcad Springs Strawl>erry Creek: near .\rrowhead Springs near ."Arrowhead Springs Little Sand Creek: near Patton Sand Creek: near Patton City Crepk: near Highland. _ _ near Highlntid Reservoir Canyon: near East highlan'! East Highlands: near East Highland . . - . Plunge (^reek: near East Highland near East Highland Oak Canyon: west of Santa .4na Canyon Morton Canyon: northeast of Mentone Spoor Canyon: near Yucaipa Gateway 189 189 515 888 1,471 1.471 1,629 39 39 137 137 74 42 42 17 17 25 10 3.5 4.9 2.9 1.1 1.8 .5 .7 1.7 1.2 .9 1.0 2.7 6.3 6.3 4.5 4.5 9.2 9.2 1.2 3.1 19.8 19.8 11 1.2 16 8 16 8 2,2 2.2 1.2 Jan. 27, 1916 Feb. 16, 1927 Jan. 17, 1916 Feb. 16, 1927 Jan. 17. 1916 Feb. 16, 1927 Feb. 16, 1927 Feb. 20, 1914 Feb. 16, 1927 Feb. 21, 1914 Jan. 18, 1916 Feb. 21, 1914 Dec. 20, 1921 Feb. 16, 1927 Dec. 19, 1921 Dec. 19, 1921 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16. 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Jan. 2, 1922 Feb. 16, 1927 Jan. 2, 1922 Feb. 16, 1927 Jan. 2, 1922 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Mar. 14, 1921 Feb. 16, 1927 Feb. 16, 1S27 Feb. 16,1927 Mar. 14, 1921 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 .030 .050 .050 050 .050 .050 ,040 .040 .035 .035 .035 .035 .035 .030 .035 .040 .010 .035 .035 050 .035 040 29,100 25.000 40.000 15.400 43.000 18,000 25,000 14,700 5,300 16,000 16,000 8.360 5.000 950 810 1,020 3,150 6,120 5.225 4,430 2,840 765 2,540 370 925 460 360 230 330 285 111 182 164 87 408 380 2,855 1,620 1,320 1,930 275 380 1.100 1,420 1,570 250 880 154 132 78 18 29 12 15 377 135 117 117 113 119 23 48 60 126 612 1.490 905 980 694 1,440 740 1,320 270 300 256 330 106 18 27 63 110 36 19 87 65 44 41 208 265 2 360 5«2 67 97 .393 1,200 250 316 66 84 427 S65 710 114 734 SANTA ANA INVESTIGATION 109 TABLE 13. PEAK DISCHARGE OF SOUTHERN CALIFORNIA STREAMS IN SECOND-FEET -Continued Stream and station Drainage area. sq. mi. Date Value of "n" used Peak discharge, second-feet Peak discharge per sq. mi., second -feet 24 hour discharge, second, feet San Timoteo: near Hod hinds .. 120.0 Feb. 10, 1927 Dec. 21, 1921 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Feb. 16, 1927 Jan. 17, 1016 Feb. , 1914 Jan. 18, 1916 Jan. 27, 1916 Feb. , 1927 Jan. , 1916 t\h. , 1927 3,000 2,780 2,140 65 525 225 800 11,000 4,500 7,500 1,270 370 26,700 40,000 9,550 25,000 30,000 44.600 25 1,840 Warm Creek: iienr Colton . _.. 835 1,290 Box Springs Canyon: 3 6 9 5 7.3 10 5 86 44.0 115.8 .030 .030 .030 .025 18 55 31 29 128 102 48 Sycamore Canyon: Unnamed Canyon: near Riverside Mockingbird Canyon: near .\rlington Santiago Creek: near Villa Park 7,000 Mill Creek: near Craftonville 1,690 Tcmescal Creek: near Corona .050 .040 025 Chino Creek: Rcchc Canyon: near Redlands . 11.6 227 222 67 67.0 141.0 141.0 32 117 180 145 374 213 316 San Gabriel River: below mouth of Rogers 22,300 San Jacinto River: South Fork at Hcmet Reser- South Fork at Hemet Reser- near San Jacinto near San Jacinto Fig. 1 — Sawpit Canyon near Monrovia, April 7, IDJo. A flood of 1000 second-feet. 110 DIVISION OF ENGINEERING AND IRRIGATION :^-.-. ^ M Fig. 2 — San Dieguito River near San Diego. Spillway 10,000 second-feet. of Lake Hodges, flood of riooded Areas. The channel of the Santa Ana and its principal tributaries have been mapped by the investioation "with special refer- ence to the width and marginal character of the banks. A field survey was made of the extent of the 1927 flood where flood marks could be ascertained, and information obtained elsewhere from those acquainted with the conditions. Table 14 gives the results of these surveys. The portion of the river and its branches where flow continues throughout the year covers an area of 512 acres. The total natural river bed is 6278 acres. The area covered by the 1927 flood is 6868 acres. This 1927 flooded area is delineated on Map 3, in pocket. TABLE 14. FLOODED AREAS IN VALLEY FLOOR In acres Basin Perennial flow Total natural wet and dry river bed Total covered by flood of 1927 Upper Jurupa Cucamonga Temescal , . Lower Totals. 26 65 308 113 512 2,688 672 806 770 1,342 6,278 2,003 1,145 1,559 191 1,470 6,368 SANTA ANA INVESTIGATION 111 Transportation of Debris. Tlio ji-radiont on whicii various sized material carried by floods is de])osited, and the gradient a1 which it is transported have been analyzed from the ])rofile of three |)i-inci])al streams, as shown in Table ITvA. This tal)l(> indicates that : Boulders will be transi)orted in eiumnels with a jii'adient of .'5. .'5 per cent to .'IS i)er cent or greatei-. The {gradient of the channels of the streams in San Bernardino ]\ronntains <>enerally exceeds 3.8 i)er cent, and reaches 8 per cent and 10 i)er cent. These channels may be expected to transjjort debris in flood ])erio(l. Boulders are found to come to repose in the jii'avel cones on ars to come to re]iose on , t) T3 & z o V ^ n / / o 7 / < 1- CD •*- 1 O c 1- CJ u / (0 t y c / z: o y p 3 in / L. c / r « J n ./ / c ^ / a s ^ y ( fc o o ^ /^ If) Vv \.^ I o y^ > V ? § > c ^ 8 ! ? > c > c > c ) c ^ f > ) 1 f ?L EV> >.T1( O 1 A re: :t o « 1 1 1 1 o SANTA ANA INVESTIGATION* 113 TABLE 15-A. REPOSE GRADIENT AND SCOURING GRADIENT FOR CHANNEL MATERIAL OF TYPICAL LARGER STREAMS IN SANTA ANA WATERSHED Santa Ana Character of channel Grade, per cent Mountain, lower portion before leaving canyon Gravel cone Gravel cone Valley floor - Opposite Rcilands -.- Orange street i Reiilands) to Tippecanoe bridge Colton to Lower Santa Ana Canyon Yorba bridge to Taibert bridge Talbert bridge to ocean 3 3 2 8 2 8 18 1.8 1.0 .4to 3 .3 .2 Coarser material Boulders - Boulders . Gravel... Gravel.-. Sand Sand Sand Sand Sand Material comes to repose at gradient of, per rent 2 8 1.8 .2 Material scours at gradient of, per cent 3 3 '2'8 18 1 .3 to 4 3 .2 Lvtle Creek Mountain, lowest part of canyon Spreading dam to junction Cajon Creek Spreading dam to junction Cajon Creek Junction Cajon Creek to Mt. Vernon avenue Junction Cajon Creek to Mt. Vernon avenue . . . Mt. Vernon avenue to junction Santa Ana River \'ia Warm Creek I 3.3 2.4 2.4 1 4 to 1 1 . 1 to 1 Boulders. Boulders - Gravel - . - Gravel . . . Sand Sand. 2 4 1.4 3 3 2 4 "i"4 .7 San Antonio Creek 5.7 4.5 3.8 3.8 2 2.0 1.0 .4 Boulders 5 7 Oravel cone Boulders 4.5 Grave! cone -- Boulders Gravel 3.8 3.8 Oravel cone ___ _— Gravel 2.0 Gravel cone - Sand 2.0 Sand 1.0 Chino to iunction Santa Ana River Sand .4 The solids transported by water for an entire season or for several -easons, including the occasional storms, has been determined for the Sweetwater River at Sweetwater Reservoir and the Arroyo Seeo at Devil's Gate Flood Control Reservoir. These show the solids to be 0.1 ])er cent and 0.:^ per cent, respectively, of the total amount of water flowin?. The Sweetwater Reservoir is at the mouth of a long stream, and Devil 's Gate Reservoir is at the base of a gravel cone. The solids transported by water from bui'ned-OA-er Avatersheds liave been determined durin>r floods on Sawpit Canyon near ^lonrovia, Rogers Canyon near Azusa, Fish Canyon near Duarte, and Barranca near Devil's Canyon. The results vary from 15 per cent to 54 per cent solids to water, during storm conditions. Of the solids in these observations, from one-half to three-quarters is ash. The velocity required to produce transportation in large (piantity appears to be over 6 feet per second as found in the Los Angeles River near its mouth. The following obiservations have been collected : 114 DIVISION OF ENGINEERING AND IRRIGATION 3 "Sic S :-D o c — S 2 £ > i ca o >, CO ^ 50 — ^f :0 o t^ »i^ c; 1^2 — . — -- ^ ^oo c^ .»J •^ O C^ U^ lO CD OOOOOO oooooo 1*- T3 S dj -Sfe^S soil nsp ing vo c! I. >> Ch ^^■- Q O O b O z 1—1 a: Q z o H <; H o cu z H l-H oi CQ U Q Q Z < H C/3 CQ CQ < o < o "5, if O M JS 6^ 3 C3.2 fe S " 3 =.£— a £?|- 2 " "3 Of Si ca (3 -a-c-a-OT3 c c c c a c3 cs rt c3 a ■o-a a ca ca ca m CO -o-o-o-o-o c c c c c tn So CO m tn c a ID dj tu V a: c c =: c c i 'm 'ooO d to OQ 8 e'a«2 -a S Sd o o o"^ DO .*a -*J ^ ^ , , a^ a d ^ X -u> A c a> ojkJ -^ o -o-o ca c3 P-(flH Si CO 02 c! ca >a; r^ t^ t^ i>. i^ r^ (M c^ cs c^ ca CM pL^ p^ Oi p^ p^ Pm* » CO cc CO CO M cc coco cocooimco ccco °0 aOOOOOO CO OOOOO OC J;co^tococococoa3 coco cocotococo coco •a ■§ o o B S B rt r3 rt .S .2 .S fcfefi. r= 3 c 3 S - 1S .-H ^ Gj C t £ £ 3 :2 >.»;&&"' ^ * be l' QJ OJ ii . g c B >'" 5,««-SS rt rt rt rt 9 So in'*-' fci 'I' s (-1 -*-3 «■§ CO D. gs ca 'C & o ca . a o s & . it. tu CD oi.' as; l'^ Qts) ' >i 1 o 3 o o . O i C ' TS . ca , c , ^ 1 '^ « . C3 1 03 1 03 . . o ' 1 c (3 I ' 'p O , :s a , ca 1 ■ fc U ' IZ: > : 1 ^ Qj ; Qoo 3 m C u ■<*' ca . -.J t- _: & wm CO rt a) •< '^ S ^ ca rt s- fc fc § > > - OOPh mo ■a S moo QJ'— '^ • S « 53 a i o i i Q : S : . a 1 (M u (M (M Oi r\ Oi Oi Puce Q ic »o »o „ C^^ (M CI-?' a-^OiOi ^ O CO c; ^j« O 1 Qi c4 SANTA ANA INVESTIGATION 115 X IK X -c-c-a rt 3 C3 = c = _ C C G C C 0.2.2.2.2.S '"* '■*;> -^^ '.^ '.*j 4^ "^ rt « « c! rt 'I I 8 1 2 S g > > > > > S c = c = « a a rtO a a « rt s s 3 rt52 ' :H^i:v:j'^^/Jcr or t-rr i; ^^ . . ?^ t ?< t ^2=H<^-::>: — »C » ^ * 1,. —---—-' i J - -i ■ . J OC QO oo" o* cT • CI C"! T-1 W CI ^ i b i'i^ > o w tJ w o ac^ go> £*■ CJ— " s-c _ a S< Sb ■" o a .. !-•* Spi ■^Ot a ^H (Uto" .iSS H .. c| o a •1^ S B >■ o c »» »^ c — CJ « o *k. kl .n " a a. o« i>« c a J3 "^a -§••§ s« > -^ ■— c ci o " w "o »- TS. «l^ C"=^ li o C J3 CO „ ■ss to o S -o •s s « fn "o O-a TO "fl CO o ■is . .-c J3 J3>-. -3 ~ o O « ■g s c u 3 u t a> => Ci ei S c 1^ J?. c a c -t-> S a SO j:.- t-> .2 n u ti. s M. a r* •^173 ■^ §vS s _ViH o cn' t-. h • 1.1 > > €■= I. « L. ~ 3 C — iH -< S o C " = t- CO '^ ~ 116 DIYTSION OF ENGINEERING AND IRRIGATION P'iG. 3 — Hansen Canyon, tributary of Big Tujunga Canyon, near Sunland. Erosion on banlvs after fire ]:)ecember 23, 1919. Fig. 4 — Suwpit Canyon near Monrovia. Koclv transported onto bridge by flood ot April 7, 1925. t SANTA ANA INVESTIGATION 117 k E*w K * ' .*^M Ns:^ ^ Fig. 5 — Slide Peak in Bear Creek, branch of Santa Ana Canyon, source of debris shown in foreground. 'xMS Fig. •; — Ueniiianl of natinul dam on Hear Creek at former Slide I„aUi-, cau.sed by debris carried l)v Sliile Creel<, a side canyon. The dam was washed out by flood of February, 1927. 118 DIVISION OF ENGINEERING AND IRRIGATION STATE OF THE ART OF FLOOD CONTROL* Various destructive floods have taken their toll in Los Angeles County, and ever since any records have been kept, the toll has become greater with each succeeding flood because of the increased value of the lands and later developments. Following the destructive floods of 1914, a board of engineers was appointed by the board of supervisors on April 3, 1914, "charged with the task of formulating plans for works to control and render harm- l&ss the floods of Los Angeles County. ' ' According to their provisional report of June 3, 1914, the direct physical damage done by the 1914 flood was $7,600,000, not including damage to navigable waters. In their provisional re})()rt they also stated that from the past records another disastrous flood might come again within two years. Their prediction was well justified for in 1916 another destructive flood visited Los Angeles County M'hicli did as great damage as did the one of 1914. It was during the progress of the work of the Board of Engineers that the Los Angeles County Flood Control District was created by act of the California legislature approved June 12, 1915 (Stats. 1915, page 1502) "to provide for the control of the flood and storm waters of said district, and to conserve such waters for beneficial and useful purposes by spreading, storing, retaining or causing to percolate into the soil within said district, or to save or conserve in any manner, all or any of such waters, and to protect from damage from such floods or storm waters the harbors, waterways, public highways and property in said district." Tliis is in process of accomplishment by various methods, depending on the location, quantity of storm water involved and the topograi^hy and geology of the country. In general, however, concrete or earth- fill dams have been used wherever adequate reservoir sites were avail- able, check dams in the mountains and foothill areas, diversion weirs for spreading on the gravel cones and channel straightening and channel protection in the low lands and desilting basins below the headwaters of the smaller streams. Storage Dams. The following dams have been completed, or are under construction and are used for the control of floods as well as the conservation of water. Name Location Type Height above stream bjd, feet Capacity in acre- feet Pacoima Pacoima Canyon .Arroyo Seco Constant angle Arched gravity Constant angle Constant radius arch Multiple arch Arched gravity 365 100 200 160 160 95 70 80 140 56 44 60 fl.400 Devil's Gate 6.503 Big Santa Anita Big Santa Anita Canyon Sawpi t Cany on , Big Dalton Canyon San Dimas Canyon Live Oak Canyon Thompson Creek- Puddinestone Creek, near 1,580 Sa wpi t 034 Big Dalton. 1,538 San Dimas 1,820 Live Oak Thompson , Puddi iigstone 1 Arched gravity Rock and earth fill Rolled earth fill 282 1,024 Puddingstone 2 Puddingstone Creek, near San Dimas Puddingstone Creek, near San Dimas Little Santa Anita Canyon Rolled earth fill 't 20.012 Puddingstone 3 Rolled earth fill... Sierra Madre Constant radius arch 150.000 cii. yards debris *A.s illustrated by the experience of Los Angeles County Flood Control District fnd contributed by E. C. Eaton, Chief Engineer. SANTA ANA INVESTIGATION 119 I All of the above luciit ioiU'il ihiius oxccpl ru(l(liii<:istoiu' are to eoutrol llooiis (lireetly fioni the watersheds above them as well as store water wlieii possible for irri<>-atioii in- spreadinu' later in Hie season. The PuddiiiiistoiU' Ixeservoir. wliieh is filled by means of a Hood canal, not only controls the tlow of waters above the reservoir site l)nt is con- nected by a concrete flume of 'A'A)0 second-feet capacity with San Dimas ("anyon, so that waters released fiom the San Dimas Reservoir can be divei'ted to the Pnddin^stone Keservoir, and so he stored for future use. Wy diverting the sur])lus waters from the San Dimas Reservoir throu^'h the flume to the Puddinijstone Reservoir, the annual maintenance costs on the San Dimas wash are also gTeatly reduced. It was at one time pi'oposed to construct a concrete lined tunnel about three and one-half miles in len<:tli from Cattle ("anyon near ("ami) Bonita in the San Gabriel watershetl, to the San Dimas Canyon about two nules above the San Dimas Dam. Thus surplus water coidd be divei'ted via San Dimas Canyon to the Puddinustone Reservoir for storage and use in the San Gabriel Valley. To date this has not i)roved feasible due to water ri<>:ht complications. The ultimate ])ro«>ram includes the building- of several other dams in other canyons, the largest of which is the San Gabriel Dam located at the forks of the canyon above Azusa and for which i)urpose bonds to the amount of $25,6oO,000 were voted in 1924. This dam would regulate and conserve the waters from the largest single watershed in the district and would protect the cities and agricultural lands between the mouth of the canyon and the ocean at Long Beach from tiood damages. Had Devil's Gate Dam been built at the time of the storms of 1915, comjnitation shows that the instantaneous ]ieak of 3500 second-feet occurring in January, 1915, would have been reduced to 450 second- feet, and the February instantaneous peak of 3690 second-feet would have been reduced to 1836 second-feet. For a storm of April 5, 1926, actual operation shows a reduction of the instantaneous peak from , 1400 second-feet to 200 second-feet. ' The cost of flood control reservoirs already constructed by the Los Angeles County Flood Control District varies from $70 i)er acre-foot of capacity to over $500 ])ei- acre-foot, the latter in a few instances of snndl reservoirs. I Check Dam. The earlier check dams built by the district were con- ' struct fil of materials found convenient to the particulai- site, and were built in rubble formation with little or no interlocking or ticing together of the various units. These would not stand up inider flood conditions and soon went to jneces. The later check dams have either been of more flexible construction, using rotk walls and aprons tied together with mesh wire, or rigid construction in the form of com-rete dams for .storage of debris such as the Sierra Madre Dam. The sizes of the check dams built has varied, depending on local con- ditions in the various canyons, l)ut on an average they ai'c al)out 4 feet () inches high by 35 feet long. Several hundred check dams have been built in the following canyons: Wilson, Pacoinui, IIa\nes. Loojx', Dunsmuir, Pickens, Rubio, Eaton, Saw|)it. San (Jabriel, Little Dalton, San Dimas, Tiive Oak, Thompson and Willianjs. 9—63685 120 DIVISION OF ENGINEERIXG AND IRRIGATION The cross-section adopted for wire-bound rock walls is : (a) Base a])proximately equal to height. (b) Downstream face vertical. (c) ITi)streaui face stepi)ed by 8-inch rise and 8-inch offset. (d) Top width 2 feet. (e) Mattress downstream 4 to 8 inches thick, 5 feet wide, for 5 feet height and increased proportionately. The cost of building cheek dams varies greatly with location, ease of access and supply of material. Average cost of various structures are given later. Check dam construction by Los Angeles County Flood Control is illustrated by pictures in Pickens Canyon. Fig. 7, page 124, shows the third and fourth dams above footbridge near White's Place. Fig. 8, page 124, the first and second dams above the same point. Diversion Weirs. Diversion weirs have been constructed on the San Antonio wash, which divert the waters from the main flood channel and spread them over the cone above Foothill boulevard. By this method all ordinary flows and minor floods are absorbed by the gravels, and only the larger floods pass Foothill boulevard. The spread- ing over the cone is accomplished by running the waters through several different channels and is controlled by wire-bound walls or mats placed on advantageous lines and which would return any excess floM^ to the main channel again. In San Antonio wash, the Pomona Valley Protective Association has acquired some 1008 acres of land on which have been constructed 7 miles of steam shovel cut ditches and 10 miles of small spreading ditches. (See Plate 4, page 164.) It is expected that in excess of 320 second-feet may be spread with this system which cost about $22,000. Adequate spreading ditches can be built at cost of from $20 to $50 per acre. Channel Control. Channel control has been obtained by : (a) Concrete lined channels, through highly developed properties on small streams. (b) Double or single rows of boiler tubing or iron pipes driven vertically, covered with mesh wire. The space beiiind is filled with brush, orchard cuttings or other debris. (c) Double or single rows of wooden piling covered with mesh wire. Tlie space behind filled with brush. (d) Earth levees protected by rock riprap. (e) Rock wall mattress levees. These levees are interlaced and bound with mesh wire. The front slope is about 1 to 1, and the height is equal to the base. The wall is built up to the r('(|uirod height by successive layers of hand-laid rock and boulders enclosed in mesh wire and tied together mattress fashion. Attached to the front toe of the wall is an apron, a single mattre.ss layer built in the same manner and extend- ing into the channel. The thickness of the apron varies from 4 to 12 inches. In theory the pipe and wire type permits the water to pass through the protective work to an area of still water, where it deposits its load of silt. The swifter moving water passes on in the channel. SANTA ANA INVESTIGATION 121 The sin^'lc row ol" boiler lubiiiu' ciiid wire niesli eoiistiMU'tion is illustraled in Fi^'. 5>. l)aj:e 12."). This is loeatetl at tlie juiietiun ol" San Diinas ami Biji' i)alton wash in the San (Jabriel Valley. Pilini; and wire mesh construetion is ilhistrated by F\rani of the Los Angeles County Flood Control District. With the exception of the i)i])e and wire, piling and Avire, and rock and wire mats which are ])ut in by district forces, the prices are for conti'act work to which has been added the cement and reinforcing steel supplied by the district. Wire and Rock Mattress. This type of construction is u.sed on the larger streams and rivers where a tlexible mat is required. They are generally placed on levees of gravel oi- on cut banks in gravel material. Receding tlood flows cause undercutting and the flexible mat will settle into place, forming a cutoff. Two ty])es are in general use, 4 inches thick and 8 inches thick. The following are costs: Four-inch mat, including all materials and surfacing of bank, per square foot, 20 cents. Eight-inch mat, per square foot, 30 cents. This type of con.struction may be classed along with the more perma- nent classes, although its life is limited by the life of the exjiosed wire. Figs. 22 and 23, pages 131 and 132, illustrate this construction. Pipe and Wire. This consists of second-hand boiler tubing driven with sledges upon which wire netting is fastened. In the double type the space between the netting is filled with brush. This is a temporary type of construction. Fig. 24, page 132, shows an example. The costs are: Single row, 58-inch height, per lineal foot, one side, 40 cents. Single row, 84-incli height, per lineal foot, one side, 45 cents. Double row, 58-inch height, per lineal foot, one side, 70 cents. Double row, 84-inch height, per lineal foot, one side, 80 cents. Piling and Wire. This is used on the larger streams and is also a temporary type of construction. The costs are: Single fencing, 116-ineh height, tyi)e T Ellwood fencing poultry netting, piles spaced 10-foot centers, per lineal foot, $2. Double fencing, 116-inch height, with front fence of Ellwood fencing and poultry netting in rear, per lineal foot, $2.25. The above is for 10-foot staggered si)acing of piles or 10-foot centers along a single fence. The costs are exclusive of channel excavation work. Examples of this are shown on Figs. 25 and 26, i)age 133. Check Dams. The average cost of these run about $6.50 per cubic yard of matei'ial, ranging from a minimum of $6 in easy to $10 in the more inaccessible locations. Figs. 27 and 28, page 134, sliow types of construction. Large Concrete Channels. An example of this type is the Pudding- stone diversion channel constructed in the summer of 1927. Its grade varies from 1.086 per cent to 1.632 per cent. It is a concrete rectangu- lar section 14 feet wide with 10-foot 6-inch walls with the floor sloping 6 inches toward center of channel. The wall thickness is 8 inches with double reinforcements and the floor thickness 4 inches between beam const miction on which it is ])laced. Reinforced concrete floor beams and struts are spaced 11-foot centers. The total length was about SANTA ANA INVESTIGATION 123 14. 000 lineal tVct and cxcavalion ran S cnbic yards |)oi- lineal loot. The total eost.s pel- lineal foot, includino' all materials and excavation, was $2.'}. Fifrs. 2!) and .10, pafi-e l;J5, show views of the structure. Small Concrete Channels. An exain|)h> of lliis is the Verduf;:o Con- duit, eonstructed in 11)27, of whieh 2r)()0 lineal feet was built. It has a grade rauiiinji' from 2.0!) per cent to l.SS ))er cent and consists of an open box 4.'5 feet wide and 8-foot walls. The tloor drops 12 inches from either wall to the center of the channel. The walls are 9 inches thick Avith double reinforeemiMit. The floor varies from 6 inches to 9 inches in thickness. Its capacity with a 2-foot freeboard, is 11,700 second- feet. The cost per lineal foot was $25. Fig. 31, page 136, shows the structure. Another (>xample of a smaller structure is the K.ubio Conduit, built in the fall of 11127 with a total length of 1200 feet. Its grade varies from 1.25 per cent to 1.75 per cent and it con.sists of a rectangular concrete open conduit 26 feet in width with side walls 6 feet in height. AVith 12-inch freeboard, it has a capacity of 4300 second-feet. Its cost, including excavation, was $20 j)er lineal foot. Fig. 32, page 136, shows its construction. Rubble Walls. In .suitable localities this type of structure is of value, although care must be taken either to ])lace it on suitable foundations or to construct cross walls to prevent undercutting or cutting away of streambed. An example of this is the recently completed Sierra Madre Channel, Avhere the water is de.silted by means of a debris dam. It was placed on a canyon where the grade was 5.2 per cent and consisted of 2 rubble Avails 6 feet in height and 24 feet apart. Walls were built 6 feet above ground surface and 3 feet or more below, of a gravity section having an 18-inch top width and a 1 to 4 slope to the ground surface. Boulders from the streambed were used with cement and lime mortar. The cost, not including streambed excavation, was $8 per cubic yard of masoni-y. Figs. 33 and 34, page 137, show its construction. Gunite or Concrete Facingf. The district has under consideration a reinforced conci'ete facing, the lower ])ortion of which consists of flexible weighted blocks. In thickness it will vary from 2| to 3^ inches. Experiments are now being conducted to determiiu' its suitability. Its cost is 15 cents to 20 cents per s(|uare foot. Fig. 35. page 138. shows a section of this woi-k. Clearing" Operation. Clearing varies greatly with the type of work. A recent seel ion of the ui)per Los Angeles Hivei', whose clearing involved taking out heavy brush and trees uj) to 4 feet in diameter, cost $1,200 ])er mile, for hand work. The channel had a top width of 100 feet and a depth of 20 feet aiul a view of its coin lit ion after clearing is shown in Fig. 36, page 138. 124 DIVISION OF ENGINEERING AND IRRIGATION Fig. 7 — Check Dams in Pickens Canyon. Third and fourth above footbridge near Wliite place. Fig. S — Checlv Dams in IMckens Canjon. I'Mrst and second aboN'e footbridge near White place. r SANTA AXA IXVESTIOATIOX 125 «K, -/i**^:* ijiiSytr' ■^. ' ki^.-^ ,..>•. •V •^ -^1 (ifew-ii- '^■^ ^^^Ivkj, "'^A -^ «r^ ■■■"^*ViiliHl t'lG. 9 — Channel Control. Single pipe and wire mesh, Junction San Dimas and Big Dalton Wash. Fig. 10 — Channel Control. Rock wall mattress construction on San Oabriel River .«<>utti of Knothill Houlevard. 126 DIVISION OF ENGINEERING AND IRRIGATION Fig. 11 — Channel Control. Piling and wire mesh, east bank of Los Angeles River, below Pacific Electric Railway Bridge near Whittier. Fig. 12 — Channel Control. Piling and wire niesh, west bank of L.os Angeles River, below Pacific Electric Railway Bridge near Whittier. Fig. 13 — Channel Contixil. I tuck wall mattress overturned on San Gabriel River north of Foothill Boulevard. Fig. 14 — Channel Control. Rock wall mattress overturned on San Gabriel River north (jf Foulhill Boulevard. 128 DIVISION OF ENGINEERIXr. AND IRRIGATION ■?>ltm Fig. 15 — Channel Control. Same overturned rock wall mtittress shown in Fig. 13, still effective in bank protection. ^.^ ra^.. tr> ■" -• F'lG. 10 — Channel Control. Same overturned rock wall mattress showu in Fig. 13, still effective in bank protection. SANTA AXA INVESTinATIOX 129 ■ ,^i V ^ i Vj Fig. it — Channel Control. Long Beach Channel north of Anaheim Bridge. ' V- -v-^ P"iG. IS — Channel Control. Long Beach Channel north of Anaheim Bridge, showing riprap. 130 DIVISION OF EXGINEERING AND IRRIGATION k r*e-v^j.!i' ie.HL' "law! Fig. 19 — Channel Control. Los Angeles Pdver south from Workman Station. •'•■ A u J Fig. 20 — Channel Control. Junction of Los Angt-les Hivi-r and Rio Hondo at Workman Station. SANTA ANA INVESTIGATION 131 Fig. 11 — liock and wire mattress. I'lacing rock preiiaratory tu sewing. Fig, 22 — Kr)fk :ind wire mattress. Sewing mat with tie wires. 132 DIVISION OF ENGINEERING AND IRRIGATION Fig. 23 — Los Angeles River near Universal City. Four-inch rock and wire mattress. Fig. 24 — Double lino, pipe and wire. SANTA AXA I XVESTIOATION' 133 Fig. 25 — Single line, piling and wire. I-'IG. -6 — Double line, piling and wire. DIVISION OF ENGINEERING AND IRRIGATION Fig. 27 — Typical check dam construction. ^W -•;^'^^**^:\J Fig. 28 — Typical chec^k dam construction. SANTA ANA INVESTIGATION 135 Fig. J9 — I'uddingstone Coiuluit. 10—63685 riu. 30 — Puddingstone Conduit. ]36 DIVISION OF ENGINEERING AND IRRIGATION Fig. 31 — Verdugo Conduit. Fig. 32 — Rubio Conduit. SAXTA ANA INVESTIGATION 137 Fig. 33 — Sierra Madre Conduit — rubble wall construction. Fig. 34 — Sierra Madre Conduit — rubble wall construction. 138 DIVISION OF ENGINEERING AND IRRIGATION Fig. 35 — Los Angeles River. (lunite construction, looking downstream from Pacoima Avenue. Fig. 36 — Los Angeles River. Channel clearing. SANTA ANA INVESTIGATION 139 OPERATION OF RESERVOIRS FOR FLOOD CONTROL* Weather Maps. The first essontial in flood control ojxM-ation of i-i»sei-v()ii-.s is iUH-urato weatluM- maps coverinir thorourotortion work nlonR tho oast biuik of the Santa Ana River, at tho state liijjlnvay riiapinan a\'ciiuo hridjio in Oi-ani;o County. ******* Posts, which wore spaced G feet on centers both longitudinally and transversely, consisted of "j-inch O. D. tubinj; galvanized. The posts were aiiproximately 20 f(>et long ami wore driven into the ground 13 or more feet and projected abovo the groun H feet. Diagonal braces made of the same size tubing were placed on the front line or river side in each iianel, and were used on each alternate panel transversely from the front line of jjosts to the back line of posts, affording rigid construction. G.ilvanized §-inch bolts were used to fasten the braces in place. Along the row of posts on the river side there was |)laced S foot of Ellwood type "I" fencing, wliich was composed of two HS-inch widths of tho fencing which were lapi)0(l 20 inches at the ground line, whoi-(> tho wear is tho greatest. The uiiper width of fencing came to within IS inches below the ground surface, while the lower width of fencing extended 42 inches below the ground surface. One 5S-iuch width of Ellwood type "I" fencing was fastened along the back row of posts and extended 10 inches ])elow the ground surface, with 4 feet above the surface. This tyi)e of fencing has a 2-inch mesh and is woven with two-strand No. 121 cables and No. 14 cross wires. The fencing was stretched tight and securely fastened to the pipe posts with tie wire. When all fence wire Avas in place, the 6-foot space between the two parallel lines of fence was filled with brush, w.alnut tree limbs and rock to weight it down. 4s 4: * « 4: * * The cost of constructing the bank protection work per lineal foot is as follows : Labor (equipment, supplies, etc.) Setting posts and braces $0,546 Stretching fence fabric 0.090 Cutting brush, hauling and placing -- 0.412 Excavate to let fabi-ic into ground and remove trash and old concrete encountered 0.328 .l/'//rnV;/.s' .■>|-incli O. D. galv. posts and braces on job 2.124 Fence fabric, delivered to job 0.853 Tie wire 0.004 Bolts 0.037 Tot.-il cost per lineal foot $3,003 Tlie aveijigo cost of driving the 712 posts 1.3 or mf)re feet into the ground was $1.44 each, while the average cost of fitting and bolting the braces in place was 22 cents each. ♦Reprinted from "California Highways and I'uljlic "Works" — 1928. 142 DIVISION OF EXGINEERING AND IRRIOATION Fig. 36a — Top view shows bank destruction ; center views, pile driver and fence ; bottom view, completed revetment. SANTA ANA INVESTIGATION 143 PROTECTION WALLS BUILT IN SAN BERNARDINO COUNTY A typo df protection wall huilt hy tlic county of Sail IJcinardiiio has tlic followinji' (liniensions: 6-foot base. 6-foot hcifrlit, 2-foot crown, back face A'crtical and front face ii to 1. Tlu' mctliod of construction con- sists of Jayin jx-r en. yd. Oravel 1.-8 to l.;}? j)er en. yd. Lumber 27.00 per M. B. M. Trash Racks H.OO per ewt. Sheet Pilino- 2.85 per cwt. Siiilhvay Gates 10.00 ])er cwt. J>ntl Strap Pipe ."').50 per cwt. Reinf. Steel 2.45 per cwt. Needle Valves 25.00 per c^vt. Hani was tijiured at 0.25 per ton mile The above prices are base i)rices and do not include frei<>-ht, storage, handlinji' or haul, which are calculated for each individual reser- voir site. The cost of nuiss concrete in place, exclusive of material, was derived as follows : Forms $ .35 per cubic yard ]Mixinp- and placing 1.50 per cubic yard AVater .07 per cubic yard Finishing .05 per cubic yard Plant charge .S') per cubic yard Total $2.82 per cubic yard Similar costs, including steel cost, but exclusive of other material costs, for reinforced concrete in spillways', piers, parai)ets and bridges varied from $7 to $17.50 jier cubic yard. The base j^rice for concrete in ])lace. including all costs, was: For mass concrete $6.85 per cubic yard For reinforced concrete__ $11.(55 to $23 per cubic yard The type of structure and cross-section used in estimates are shown in Plate 2, page 146. The cost of lands was taken at three to five times the assessed \aluation. The estimates for ri)per anil Lower Prado reservoir sites are taken from estimates of the chief engineer. Orange County Flood Control District and are on somewhat ditferent basis than the foregoing. 146 DIVISION OF EXOINEERINO AND IRRIGATION H-h PLATE 2 Santa Ana Investigation typical dam sections Used FDr Estimates 19201926 ■~,-^.:: v'. » > •: • • •• •.• 'j- o' ■'■.'• ■■.■■Vi-vV •■••.? ■' ■■ 1 ■1-A P^.^-; GRAVITY- CONCRtTC TYPE Reinfbrctd Concrete face 15 S'thick at crest and increases '*'in ttiicKness for eacti lO'decrease in elev, Ttiis slab 15 supported by Reinforced ribs or beams ?'i3'and spaced on 50'centcr5 vertically and on differences of 50' in elev. tionrontally. Derrick placed rocK is placed 6 feet thick at crest and is increased I foot in ttiickntss for each 10 feet decrease in elevation. Ribs or Beams Derrick placed Rock ROCK FILL TYPE W ater Surface -^20'(*- ^ Cutoff wall 5 into rock ^^^^^m^ffm^sam. EARTH FILL TYPE So!Jd£Si^ SANTA ANA INVESTIGATION 147 ONTARIO RESERVOIR ON SAN ANTONIO CREEK Elevation, stream bed. Elevation, crest 2.905 feet Elevation, fknvline 2,900 feet Depth of water 245 feet Total cost $5,280,800 Tvpe of dam concrete gravity Width of crest 20 feet T\ pe of spillway overflow Spill v,a> e(iuipment__2 GO-foot drum gates funcrete, culiic yards 470,270 See Map i;!, Sheet 1 2,655 feet Capacity, reservoir 9,260 acre-feet Capacity, spillway 5,800 second-feet Capacity, flood outlets 700 second-feet Area of reservoir 95 acres Cost per acre-foot of storage $570 Upstream slope 1/20 : 1 Downstream slope 2/3 : 1 Dei)th of water in spillway 6 feet Length of spillway 120 feet COST ESTIMATE i:\ploration $10,000 I'iNersion during construction r>,mjO I "hiring reservoir ..5'^^" Mam and spillway 3, 055, 15(10 Lands and improvements 185,200 I'lood control features included with dam Miscellaneous 125, Olio Cost, without overhead Administration, engineering and contingencies- Interest during construction Total cost- NARROWS RESERVOIR ON CUCAMONGA CREEK $3,985,500 996,400 298,900 $5,280,800 See Map 13, Sheet 1 Capacity, reservoir 3,530 acre-feet Capacity, spillway 2,360 second-feet Capacit^.', flood outlets 300 second-feet Area of reservoir 40 acres Cost per acre-foot of storage $856 Upstream slope 1 : 1 Downstream slope IJ : 1 Depth of water in spillway 6 feet Length of spillway 52 feet Elevation, stream bed 2,585 feet Elevation, crest 2,855 feet Elevation, flowline 2,845 feet Depth of water 260 feet Total cost $3,022,900 Tvpe of dam rock fill Width of crest 20 feet Type of spillway channel Spillwav equipment 1 52-foot drum gate Rock, cubic yards 880,640 COST ESTIMATE Exploration $10,000 Diversion during construction 5,000 Clearing reservoir 2,000 Dam and spillway 2,102,400 Lands and improvements 2,000 Flood control features included with dam Miscellaneous .160,000 I ■'ist, without overhead ■ — ■ Iministration, engineering and contingencies- interest during construction Total cost- TURK BASIN RESERVOIR ON LYTLE CREEK See Map 13. Sheet 1 $2,281,400 570,400 171,100 $3,022,900 Elevation, stream bed 2,355 feet Elevation, crest 2,623 feet Elevation, flowline 2.613 feet Depth of water 258 feet Total cost $7,703,700 Tvpe of dam rock All Width of crest 20 feet Type of spillway channel Spillwav efjuipment 1 60-foot drum gate Uo.k. cubic yards 2,013,740 Capacity, reservoir 22.665 acre-feet Capacity, spillway 10,800 second-feet Capacity, flood outlets-_l,620 seconil-feet Area of reservoir 280 acres Cost per acre-foot of storage $340 ITpsti'eam slope 1 : 1 Downstream, slope IJ : 1 Dei)th of water in spillway 15 feet Length of spillway 60 feet COST ESTIMATE lOxploration $20,000 I >ivei-sion during construction 20,00o I learing reservnir -- 14,000 Ham and spillway 5,363,:!0O I.iinds and improvements 100,500 Flood control features included with dam Miscellaneous 127,000 I 'list without overhead Administration, engineering and contingencies. Interest during construction $5,64 4,800 1.411,200 647,700 Total cost- >i,i 03,700 148 DIVISION OF ENGINEERING AND IRRIGATION KEENBROOK RESERVOIR ON CAJON CREEK See Map 13, Sheet 1 Capacity, reservoir 16,570 acre-feet Capacity, spillway 9,240 second-feet Capacit>% flood outlets-_l,390 second-feet Area of reservoir 295 acres Cost per acre-foot of storage $325 Upstream slope 1 : 1 Downstream slope — _1J : 1 Depth of water in spillway 15 feet I.eui^th of spillway 52 feet Elevation, stream bed 2,585 feet Elevation, crest 2,765 feet Elevation, flowline 2,755 feet Depth of water 170 feet Total cost $5,390,600 Type of dam rock fill Width of crest 20 feet Type of spillway channel Spillway eciuipment__l 52-foot drum gate Rock, cubic yards 451,590 COST ESTIMATE Exploration $10,000 Diversion during construction . 5,000 Clearing reservoir -- 15,000 Dam and spillway 1,393,400 Lands and improvements 2,581,000 Flood control features included with dam Miscellaneous 64,000 Cost, without overhead --_- Administration, engineering and contingencies- Interest during construction 1'otal cost- HIGHLAND RESERVOIR ON CITY CREEK $4,068,400 1,017,100 305,100 $5,390,600 See Map 13, Sheet 1 Capacity, reservoir 5,970 acre-feet Capacity, spillway 3,110 second-feet Capacity, flood outlets 310 second-feet Area of reservoir 75 acres Cost per acre-foot of storage $526 Upstream slope 1 : 1 Downstream slope IJ : 1 Depth of water in spillway 8 feet Length of spillway 45 feet Elevation, stream bed 1,970 feet Elevation, crest 2,270 feet Elevation, flowline 2,260 feet Depth of water 290 feet Total cost $3,138,000 Type of dam rock fill Width of crest 20 feet Type of spillway channel Spillway equipment — 1 45-foot drum gate Rock, cubic yards 897,270 COST ESTIMATE Exploration $10,000 Diversion during construction 5,000 Clearing reservoir 4,000 Dam and spillway 2,193,400 Lands and improvements 55,900 Flood control features included with dam Miscellaneous 100,000 Cost, without overhead Adniinistration, engineering and contingencies- Irterest during construction — $2,368,300 292,100 177,600 Total cost $3,138,000 R ON SANTA ANA RIVER 3, Sheet 1 Capacity, reservoir 4,600 acre-feet Capacity, spillway 10,800 second-feet Capacity, flood outlets second-feet Area of reservoir 76 acres Cost per acre-foot of storage $445 Upstream slope 1/20 : 1 Downstream slope 2/3 : 1 Depth of water in spillway 15 feet Length of spillway 54 feet FILIREA FLATS RESERVOI See Map 1 Elevation, stream bed 4,215 feet Elevation, crest 4,405 feet Elevation, flowline 4,400 feet Depth of water 185 feet Total cost -- $2,04 4,600 Type of dam concrete gravity Width of crest 20 feet Type of spillway overflow Spillway e(iuipment__l 54-foot drum gate Concrete, cubic yards, 121,080 in niain dam; 29,1 -Mi cu))ic yards in auxiliary dam. COST ESTIMATE Explcration $10,000 j:)iveision during construction 5,000 Cle;iring reservoir . Dam and spillway 1,466,000 Land.^ and improvements 400 Flood control features --- Miscellaneous 61,700 Cost, without overhead Administration, engineering and contingencies- Interest during construction Total cost- $1,543,100 3S5,800 115,700 $2,044,600 SANTA ANA INVESTIGATION 149 HEMLOCK RESERVOIR ON SANTA ANA RIVER See Map 13, Sheet 1 Elevatinn, stream bed 2,545 feet Capacity, reservoir 12,175 acre-feet Elevation, crest 2,805 feet Capacity, spillway second-feet Elevation, flowline 2,800 feet Capacity, flood outlets second-feet Depth of water 255 feet Area of reservoir 147 acres Total cost Cost per acre-foot of storage Type of dam concrete gravity Upstream slope Width of crest Downstream slope Type of spillway Depth of water in spillway Spillway equipment Length of spillway Concrete, cubic yards 433,500 COST ESTIMATE Cost estimate not figured. Quantity estimate shows 35.0 cubic yards per acre-foot of storage. I'robable cost by comijarison with Forks Dam 315 feet high, is $5,125,000 which gives .?4 21 per acre-foot storage. FORKS RESERVOIR ON SANTA ANA RIVER See Map 13, Sheet 1 Elevation, stream bed 3,300 feet Capacity, reservoir 19,625 acre-feet Elevation, crest 3,615 feet Capacity, spillway 25,600 second-feet Elevation, flowline 3,610 feet Capacity, flood outlets 8,280 second-feet Depth of water 310 feet Area of reservoir acres Total cost $7,996,700 Cost per acre-foot of storage $407 Type of dam concrete gravity Upstream slope 1/20 : 1 Width of crest 20 feet Downstream slope 2/3 : 1 Type of spillway overflow Depth of water in spillway 8 feet Spillway equipment — 6 54-foot drum gates Length of spillway 327 feet Concrete, cubic yards 677,230 COST ESTIMATE Exploration $20,000 Diversion during construction 20,000 Clearing reservoir 11,000 Dam and spillway 5,452,200 ■ Lands and improvements 10,000 Flood control features 298,400 Miscellaneous 9 5,000 Cost without overhead $5,906,600 Administration, engineering and contingencies 1,475,800 Interest during construction 617,600 Total cost $8,000,000 MENTONE RESERVOIR ON SANTA ANA RIVER See Map 13, Sheet 1 Elevation, stream bed 1,960 feet Capacity, reservoir 20,200 acre-feet Elevation, crest 2,205 feet Capacity, spillway 24,600 second-feet Elevation, flowline 2,195 feet Capacity, flood outlets 8,100 second feet Depth of water 235 feet Area of reservoir acres Total cost $8,909,300 Cost per acre-foot of storage $436 Type of dam rock fill Upstream slope 1 : 1 Width of crest 20 feet Downstream slope IJ : 1 Type of spillway channel Depth of water in spillway 20 feet Spillwav equipment- 2 45-foot drum gates Length of spillway 90 feet Rock, cubic yards 1,916,200 COST ESTIMATE Exploration $20,000 Diversion during construction 20,000 Clearing reservoir 10,200 Dam and spillway 5,832,400 Lands and improvements 217,800 Flood control features Miscellaneous _— 128,000 Cost, without overhead $6,228,400 Administration, engineering and contingencies 1.494,800 Interest during construction 675,800 Total cost $8,399,000 Flood control features including overhead 510,000 Total cost with flood control features $8,909,300 150 DIVISION OF ENGINEERING AND IRRIGATION CRAFTON RESERVOIR ON MILL CREEK See Map 13, Sheet 1 Elevation, stream bed 3,000 feet Capacity, reservoir 16,000 acre-feet Elevation, crest 3,315 feet Capacity, spillway 10,240 second-feet Elevation, flowline 3,305 feet Capacity, flood outlets 1,540 second-feet Depth of water 305 feet Area of reservoir 126 acres Total cost $9,364,200 Cost per acre-foot of storage $585 Type of dam rock fill Upstream slope 1 : 1 Width of crest 20 feet Downstream slope IJ : 1 Type of spillway overflow Depth of water in spillway 8 feet Spillway equipment 3 45-foot drum gates Length of spillway 135 feet Rock, cubic yards 2,681,070 COST ESTIMATE Exploration $20,000 Diversion during construction 20,000 Clearing reservoir 5,000 Dam and spillway 6,436,500 Lands and improvements 248,700 Flood control features included with dam Miscellaneous 130,000 Cost, without overhead Administration, engineering and contingencies. Interest during construction Total cost JURUPA RESERVOIR ON SANTA ANA RIVER $0,800,200 1,715,100 788,900 $9,364,200 See Map 13, Sheet 1 Elevation, stream bed 690 feet Elevation, crest 775 feet Elevation, spillway 770 feet Depth of water 80 feet Total cost $7,321,623 Tvpe of dam gravity concrete Width of crest-.: 20 feet Type of spillway overflow Spillway equipment none Concrete, cubic yards 228,715 Capacity, reservoir 65,000 acre-feet Capacity, spillway 8,000 second-feet Capacity, flood outlets_10,000 second-feet Area of reservoir 2,400 acres Cost per acre-foot of storage $113 Upstream slope 1/20 : 1 Downstream slope 2/3 : 1 Depth of water in spillway 5 feet Length of spillway 215 feet COST ESTIMATE Exploration > $10,000 Diversion during construction 30,000 Clearing reservoir 20,000 Dam and spillway 2,338,079 Lands and improvements 2,357,600 Flood control features 5,000 Miscellaneous 765,000 Cost, without overhead Administration, engineering and contingencies- Interest during construction Total cost CHINO RESERVOIR ON CHINO CREEK $5,525,679 1,381,419 414,525 $7,321,623 See Map 13, Sheet 2 Elevation, stream bed 490 feet Capacity, reservoir 38,800 acre-feet Elevation, crest 560 feet Capacity, spillway 3,000 second-feet Elevation, flowline 550 feet Capacity, flood outlets second-feet Depth of water 60 feet Total cost $2,174,000 Tvpe of dam earth fill Width of crest 20 feet Type of spillway channel Spillway equipment Length of spillway- Area of reservoir acres Cost per acre-foot of storage $56 Upstream slope 4 : 1 Downstream slope 5 : 1 Depth of water in spillway COST ESTIMATE Exploration $5,000 Diversion during construction 10,000 Clearing reservoir Dam and spillway 700,000 Lands and miprovements 535,000 Flood control features Miscellaneous . 60,000 Cost, without overhead Administration, engineering and contingencies- Interest during construction Total cost $1,635,000 409,000 130,000 $2,174,000 SANTA ANA INVESTIGATION 151 UPPER PRADO RESERVOIR Capacity l.so.otMi acre-foei Maximum height of dam 93 feet DAM 1,345,200 cu. yds. sand and gravel hydraulically placed $384,300 4(5,000 cu. yds. rolled fill of selected material 19,700 245,700 cu. yds. rolled fill of sand and gravel 70,200 19,500 cu. yds. hard rock riprap facing 70,000 CUT-OFF 2,500 cu. yds. excavation 1,700 3,640 tons steel sheet piling 259,900 18.190 cu. yds. concrete 207,800 Grouting between rows of sheet piling 100,000 SPILLWAY AXD RESERVOIR OUTLETS 444,500 cu. yds. excavation 275,000 58,870 cu. yds. concrete 896,800 148,900 cu. yds. back fill 45,500 130 tons steel sheet piling 12,000 Outlet gates and trash racks 115,800 Underflow by-pass 34,000 Relocation of county highways 636,700 Relocation of A., T. and S. F. Ry 455,800 Incidentals, contingencies and administration. 15% 537,800 Subtotal $4,123,000 Lands and improvements required for reservoir 3,467,900 Total, dam and reservoir — $7,590,900 Lands and improvements required for maintenance of river channel between Upper Prado dam site and the ocean 178,300 LOWER PRADO RESERVOIR Capacity 180,000 acre-feet Maximum height of dam 155 feet DAM 4,897,000 cu. yds. sand and gravel hydraulically placed $1,007,700 425,200 cu. yds. rolled fill of selected material 182,200 978,100 cu. yds. rolled fill of sand and gravel 279,500 55,400 cu. yds. hard rock riprap facing 189,800 CUT-OFF 87,800 cu. yds. excavation 41,700 3.410 tons steel sheet piling u 243,700 53,200 cu. yds. concrete 503,400 Grouting between rows of sheet piling 100,000 SPILLWAY AND RESERVOIR OUTLETS 496,800 cu. yds. excavation 250,200 77,400 cu. yds. concrete 923,100 306,100 cu. yds. back fill 72,900 430 tons steel sheet piling 30,900 Outlet gates and trash racks 87,300 UNDERFLOW BY-PASS 34,700 cu. yds. excavation 8,000 470 cu. yds. concrete 4,400 33,100 cu. yds. gravel and sand back fill 4,500 4,360 feet concrete pipe — 30" 15,400 Valves 1,000 PASSING A. U. WATER CO. AND S. A. V. I. CO. CANALS THROUGH RESERVOIR AND DAM 84,600 cu. yds. excavation 52,800 55,500 cu. yds. back fill 5,500 13,530 cu. yds. concrete 190.300 2,430 feet steel pipe 28,900 18,770 feet concrete pipe 129,500 250 pipe cradles 500 Pile protection 2.000 Needle valves 27,000 Relocating pump plants 5.000 Relocation of county highway 1.015,000 Relocation of A., T. and S. F. Ry 3.165,000 Incidentals, contingencies and administration, 15% 1,285,100 Subtotal $9,852,300 Lands and improvements required for reservoir 1,950.000 Total, dam and reservoir $11,802,300 Lands and improvements refiuired for maintenance of river channel between Lower Prado dam site and the ocean 93.000 CHAPTER 4 DISPOSAL OF RAINFALL* Early in the Santa Ana River investigation, it became apparent that the absorption of rainfall on the valley floors was one of the most important sources of water supply and that the amount reaching the ground water would be difficult to determine. In December, 1927, at the request of the State Engineer, a special cooperative t investiga- tion was started, by the Division of Agricultural Engineering, Bureau of Public Roads, U. S. Department of Agriculture, to determine the penetration and storage of rain falling upon the valley floors of the Santa Ana River area in Orange, Riverside and San Bernardino counties. After careful consideration of several methods, it was decided to study the problem mainly from a soil moisture standpoint, by taking soil samples to a depth below the root zone. Rainfall penetration stations were established on predominating soil t^^pes and studies made of rainfall, run-otf, transpiration, evaporation and depth of penetration. The location of these stations is shown on Plate 3. Altliough the field work on the investigations is still in progress, it is necessary at this time for the purpose of completing the hydraulic accounting in the Santa Ana River report to make an estimate of the contribution of the rain falling on the valley floor to the ground water supply. Use has been made of the data obtained during the past winter in the Santa Ana area, and of other corroborating data secured in the San Diego and San Fernando valleys, to make the best possible esti- mate. However, it should be understood that this is a preliminary report and may be modified by subsequent information. The disposal of rainfall is as follows : 1. Surface run-off. 2. Transpiration. 3. Evaporation. 4. Deep penetration. Rainfall penetration on the valley floor below the root zone will be estimated indirectly by assigning values to run-off, transpiration and evaporation losses as deduced from one season's work in the Santa Ana area, and three seasons' investigations in the San Diego and San Fernando valleys. These will be analyzed and deducted from each rain- storm. The remainder will be considered to penetrate below the root zone and eventually reach the ground water. As.sumptions are for average soil conditions and no attem])t is made to show the effect of soil texture on the dejitli of penetration. Values for the factors to be applied have been assigned as follows : * By Harry P. Blaney, IrriRation Engineer, Division of Agricultural Engineering, Bureau of I^ublic Roads, U. S. Department of Agriculture. t A cooperative investigation by the Division of Agricultural Engineering of the Bureau of Public Roads of the U. S. Department of Agriculture, the California State Department of Public Works and the Division of Irrigation Investigations and Practice of the University of California; the work is under the general supervision of W. W. McTjaughlin, Associate Chief of the Division of Agricultural Engineering, with Harry F. Blaitey, Irrigation Engineer, in direct charge of the work assisted by C. A. Taylor, Assistant Irrigation Engineer, and H. W. Kistner. HT'oo PL. ATE 3 •A Investigation ^nlRAL Map Penetration ATIONS ^ SCALE ffa- 117'w 63685 SANTA ANA INVESTIGATION 153 Run-off. lIydrofj:rai)liers of tlie Santa Ana investigation have deter- mined on certain known areas the run-off rate per s(|uaro mile. These will be used also on undeterniined areas. Transpiration. After careful consideration of unpublished data from eooperalivo irrijiation invostipations in northern ISan Uie<,^o County, covering three seasons, the total average transpiration for all active growing vegetation was taken as 6 acre-inches per acre during the winter period, or 1 acre-inch per month. Transpiration may vary considerably for different cro]is. Other factors such as temperature, wind movements, humidity, available soil moisture, etc., inliuence the rate of transpiration. Intensive soil sampling during the spring of 1927 showed the fol- loMiiiij: rates of transpiration for citrus in northern San Diego County: Estimated iier Transpiration rate Grove cent 7natiirity Interval ac. in./ac./SO days Lemons, 17 years 100 Mar. 15-May 11 1.33 Lemons, 11 years 75 Mar. 19-May 1 .93 Oranges. 30 years 7S Mar. 15-May 1 1.03 Oranges, 7 years 36 Mar. 15-Mav 1 .83 Oranges, 7 years 40 Mar. 15-May 1 .90 Oranges, 7 years 42 Mar. 15-May 1 .80 Average rate 0.97 Investigations have shown that bare lands, vineyards and deciduous orchards that are clean cultivated, have no material transpiration loss during the winter period. Where the water table is within two feet of the surface no transpiration loss will be charged to rainfall as capillary action will supply the necessary moisture needed for plant growth. In all calculations of rainfall penetration, the deficiency of storage of soil moisture at the end of the summer season must be reckoned in analyzing the following rainy period. There will be no material down- ward penetration until all of the soil within the root zone has been filled to field capacity. The deficiency of moisture in the soil depends on the initial moisture content of the soil at the beginning of the rainy season and will vary with the kind of crop, depth of root zone, type of soil, amount of irrigation, depth of water table, etc. The following table shows a few of the field determinations made of the deficiency of soil moisture for different crops and conditions : Type of land Irrigated Irrigated Irrigated Irrigated Irrigated Irrigated Irrigated Xon-irrigated Non-irrigated Non-irrigated Non-irrigated Non-irrigated Non-irrigated Deciduous Deciduous Deciduous Deciduous Deciduous Deciduous Brush Brush Brush Brush Location Redlands Corona San Diego County San Diego County San Diego County San Diego County San Diego County Redlands Ontario Cucanionga Riverside Anaheim Anaheim Ontario Ontario rhino Chino Ontario Ontario Muscoy Muscoy San Bernardino Corona Soil type Loam Sandy loam Sandy loam Sandy loam Sandy loam Sandy loam Sandy loam Loam Sand Sandy loam Clay loam Fine sandy loam Fine sandy loam Fine sandy loam Sandy loam Silt loam Fine silt loam Loam Sandy loam Sand Sandy loam Sandy loam Loam Crop Oranges Grain Lemons Lemons Lemons t)ranges Oranges Grain Grass Grass and weeds Grass Grass and weeds Grass and weeds Grapes I "i rapes Walnuts Walnuts I'eaches Peaches Medium brush Heavy brush I^ight brush Light brush Deficiency acre inches per acre 3.4 3.0 3.4 2.3 3.5 3.0 2.1 4.2 4.3 5.1 5.4 4.6 6.1 6.2 8.0 7.1 7.0 7.0 7.0 7.0 9.9 5.6 6.0 ( W aMAJ^Ui \ 28923 SANTA ANA INVESTIGATION 153 Run-off. llydrograpliers of the Santa Ana investigation have deter- mined on certain known areas the run-off rate per square mile. Tliese will be used also on midetermined areas. Transpiration. After careful consideration of unpublished data from cooperative irrigation investigations in northern San Diego County, covering three sea.sons, the total average transpii'ation for all active growing vegetation was taken as 6 acre-inches per acre during the winter period, or 1 acre-inch per month. Transpiration may vary eoTisiderably for different crops. Other factors such as temperature, wind movement.s, humidity, available soil moisture, etc., influence the rate of transpiration. Intensive soil sam])ling during the spring of 1927 showed the fol- lowing rates of transpiration for citrus in northern San Diego County: Estimated per Transpiration rate Grove cent maturity Interval ac. in./ac./30 days Lemons, 17 years 100 Mar. 15-Mav 11 1.33 Lemons, 11 years 75 Mar. 19-May 1 .93 Oranges. 30 years 7S ISIar. 15-May 1 1.03 Oranges, 7 years 36 Mar. 15-May 1 .83 Oranges, 7 years 40 Mar. 15-May 1 .90 Oranges, 7 years 42 Mar. lo-May 1 .80 Average rate 0.97 Investigations have shown that bare lands, vineyards and deciduous orchards that are clean cultivated, have no material transpiration loss during the winter period. \Vhere the water table is within two feet of the surface no transpiration loss will be charged to rainfall as capillary action will supply the necessary moisture needed for plant growth. In all calculations of rainfall penetration, the deficiency of storage of soil moisture at the end of the summer season must be reckoned in analyzing the following rainy period. There will be no material down- ward penetration until all of the soil within the root zone has been filled to field capacity. The deficiency of moisture in the soil depends on the initial moisture content of the soil at the beginning of the rainy season and will vary with the kind of crop, depth of root zone, type of soil, amount of irrigation, depth of water table, etc. The following table shows a few of the field determinations made of the deficiency of soil moisture for different crops and conditions : Type of land Irrigated Irrigated Irrigated Irrigated Irrigated Irrigated Irrigated Non-irrigated Non-irrigated Non-irrigated Non-irrigated Non-irrigated Non-irrigated Deciduous Deciduous Deciduous Deciduous Deciduous Deciduous Brush Brush Brush Brush Location Redlands Corona . San Diego County San Diego County San Diego County San Diego County San Diego County Redlands Ontario Cucamonga Riverside Anaheim Anaheim Ontario Ontario ("hino Chino Ontario Ontario Muscoy Muscoy .San Bernardino Corona Soil type Loam Sandy loam Sandy loam Sandy loam Sandy loam Sandy loam Sandy loam Loam Sand Sandy loam Clay loam Fine sandy loam Fine sandy loam Fine sandy loam Sandy loam Silt loam Fine silt loam Loam Sandy loam Sand Sandy loam Sandy loam Loam Crop Oranges 3rain Lemons Lemons Lemons Oranges Oranges Grain Orass Grass and weeds Grass Grass and weeds Grass and weeds Grapes Grapes Walnuts Walnuts I'eaches Peaches Medium brush Heavy brush I^ight brush Light brush Deficiency acre inches per acre 3.4 3.0 3.4 2.3 3.5 3.0 2.1 4.2 4.3 5.1 5.4 4.6 6.1 6.2 8.0 7.1 7.0 7.0 7.0 7.0 9.9 5.6 6.0 154 DIVISION OF ENGINEERING AND IRRIGATION After considering the above and many other observations made in southern California during the past two years, the following values are taken for average soil under various conditions : Deficiency of storage of soil . J J moistiire at end of summer season. 1 ype of land Acre inches per acre Water table feet to 4 feet from surface Water table 4 feet to G feet from surface 1 Bare land and drj' stream beds 1 Irrigated crops (except deciduous trees and vineyard) 3 Grain, weeds and grass (non-irrigated) 5 Deciduous trees and vineyard 7 Brush 7 Evaporation. There are many factors which affect the evaporation loss after a rainstorm, such as temperature, wind movement, humid it v, soil type, kind of vegetation, transpiration, altitude, interception of rain by vegetation, period between storms, etc. It was found from observations during 1928 that the evaporation loss from a bare soil in the winter months very nearly equals the loss from a free water surface up until the time the soil drains to field capacity. The time required to drain the top soil to field capacity was found to be four days for sandy soils. After draining to field capacity, the surface evaporation loss is readily determined by soil sampling. The average rate of loss after draining to field capacity was found to be .024 inches per day for sandy soils. This information, together with other evidence, indicates that the average evaporation loss from the top soil is about one-half acre-inch per acre after each rainstorm. The interception of rainfall by some types of vegetation may increase the evaporation loss considerably. In moist areas where the water table is near the surface and the soil saturated, no evaporation loss will be con- sidered chargeable to rainfall. Calculations. In general it is found that every season must be studied separately in order to arrive at the penetration for that season. The same seasonal rainfall may give entirely different penetration, due to varjnng intensity and distribution of storms. For completing the hydraulic accounting in this report, the seasons 1926-27 and 1927-28 have been computed. In these computations the values given above are used. Known rainfall records as near as possible in total seasonal amount to the required average for an area are used. An example of detail calculations for one station is given, followed \>y a summary of all detail calculations. A final table is shown for varying rainfall by interpolating between calculated quantities, by graphical method. Rainfall upon the water surface of the river or moist lands adjacent 1o the river will be considered as run-off and not a contribution to the ground water. Thus transpiration and evaporation losses will not be cliarged to rainfall. SANTA ANA INVESTIGATION 155 TABLE 18. EXAMPLE OF DETAIL CALCULATION OF RAINFALL PENETRATION IN INCHES UPPER BASIN SOUTHEAST PORTION Irrigated Land Seasonal rainfall for 1926-27, 20.55 inches. Base'ards Grain and grass land Brush land Bare land Moist land Seasonal rainfall Water table to 4 feet (bare land) Water table 4 to 6 feet (with vegetation) 9 1.3 3.9 6.4 8.9 11.5 14.0 16.5 19 2 2 5.0 7 7 10 5 13 3 16 18.8 21.6 2 1 4.5 6.9 9.4 11.8 14.3 16.7 2.2 4.7 7.2 9.7 12.3 14.8 17.2 2.5 5 5 8.4 11.3 14.2 3 5 6.5 9.4 12 3 15.2 12 1 1 15 3 6 18 6 2 21 8 7 24 27 30 33 36 39 156 DR'ISION OF ENGINEERING AND IRRIGATION TABLE 21. SUMMARY OF DETAIL CALCULATIONS OF RAINFALL PENETRATION IN INCHES FOR 1927-1928 Seasonal rainfall Penetration below root zone Irrigated Deciduoiis and nneyard Grain and grass land Brush land Bare land Moist land Basin Wat«r table to 4 feet (bare land) Water table 4 to 6 feet vegetation) Upper 23.39 13.43 15.63 16.17 13.20 7.0 1.1 .3 9.7 1.0 3.0 3.1 .8 5.0 3.0 15.7 16.7 9 f!iip.ainnnga « Lower 6.8 7.8 1 8 TABLE 22. RAINFALL PENETRATION BELOW ROOT ZONE IN INCHES FOR SEASON 1927-1928 Irrigated lands (excluding deciduous and ^nnejards) Deciduous and vineyards Grain and grass land Brush land Bare land Moist land Seasonal rainfall Water table to 4 feet (bare land) Water table 4 to 6 feet (with vegetation) 9 2.5 4.9 7.4 2.3 4.9 7.5 10.1 .5 3.0 5.4 1.0 3.4 3.1 5.7 8.3 10.9 4.1 6.7 9.3 11.9 12 - .9 15 .___ 18 21 3.1 5.1 24„. TABLE 22A. SUMMARY OF ESTIMATES OF PENETRATION Within Valley Floor for 1926-27 and 1927-28; based on preceding values for local rainfall on varjang soils and con- ditions of cultivation. Area, square miles Mean rainfall, inches Mean penetration Total Basin Inches .\cre-feet per square mile penetration, acre-feet Upper— 1926-27 1927-28 124.1 124.1 99.1 99.1 268.9 268.9 55.9 55.9 305.6 305.6 21.9 17.6 18.4 16.1 22.9 15.2 16.0 14.0 16.1 15.3 7.62 1.68 4.17 .77 8.85 2.93 3.02 1.52 4.87 4.70 407 86 223 41 472 156 161 82 260 251 50,700 10,700 Jurupa — 1926-27 22,000 1927-28 4,100 Cucamonga— 1926-27 126,700 1927-28- 41,700 Temescal — 1926-27 9,000 1927-28 4,600 Lower — 1926-27 79,200 1927-28 76,900 SANTA ANA INVESTIGATION 157 TABLE 22B. ESTIMATE OF MEAN PENETRATION VALUES WITHIN VALLEY FLOOR, IN ACRE-FEET PER SQUARE MILE FOR VARY- ING MEAN RAINFALL Mean rainfall, inches Upper Ba6in, acre-feet per square mile Jurupa Basin, acre-feet per square mile Cucamonga Basin, acre-feet per square mile Tomescal Basin, acre-feet per square mile Lower Basin, acre-feet per square mile 9 118 336 500 187 336 470 27 150 272 300 520 5 123 250 390 520 12 - 91 15 224 18 360 21 490 24 620 CHAPTER 5 SUMMER CONSUMPTIVE USE AND NATURAL LOSSES For the valley floor of San Bernardino, Riverside and Orang:e counties the following values of transpiration and evaporation are taken. These values are based on average results obtained from field studies mostly in southern California. 1. L:rigated Lands. (a) Transpiration — Fifty per cent of the water applied will be lost in transpiration, within ordinary range of use. (b) Evaporation — Loss by evaporation is taken as 1 inch after each irrigation. (c) The remainder is deep penetration or ''return waters." 2. Irrigated Moist Lands. Transpiration and evaporation is taken at 20 inches per season where the water plane is between 4 and 6 feet from the surface. 3. Sandy River Beds. On land where the w^ater plane is within 4 feet of the surface, no transpiration is considered. Evaporation is taken at 18 inches per season. 4. River Beds, Free Water Surface and Willows. All losses are taken as 84 inches where the water plane is within 4 feet of the surface. 5. Municipal Areas. Losses are taken at 60 per cent of su])i)ly. 6. Bare River Beds. No losses are considered on bare river beds where the water plane is below 4 feet of the surface. TABLE 23. CALCULATION TABLE For consumptive use Type of laud Irrigated land _ _ _ Irrigated land Irrigated land. Irrigated land Irrigated moist lands; water plane 4 to 6 ft. from surface Bare river bed ; water plane to 4 ft. from surface River bed, free water surface and willows; water plane to 4 ft. from surface Municipal areas M\inicipal areas _ Duty 2.5 2.0 15 1.0 2.00 1.50 In acre-feet per acre Transpira- tion 1.25 1.00 .75 .50 1 25 Evapo- ration .42 .33 .25 .17 .42 1,50 Consump- tive use 1.67 1.33 1.00 .87 1 67 1 50 2.84 1.20 .90 Res'.ilting return water .83 .67 .53 .13 .80 .60 TABLE 24. DUTY OF WATER FOR VARIOUS CROPS, VALUES ADOPTED IN ARRIVING AT CONSUMPTIVE LOSS QUANTITIES Where statistics are available over considerable areas, the local duty is adopted. For unmetered areas the following is adopted: Acre-feet per acre Grain, generally unirrigated _ Grai n, i f i rri gated .5 Walnuts, in general same total quantity of water as applied to citrus; number of irrigations, one less thus decreasing evaporation losses --- .- 2 to 2.5 Deciduous, except walnuts _ 1 to 1.5 Vines to 1.0 Citrus, mature trees. Riverside and San Bernardino areas 2.5 Citrus, matiire trees, Ontario area 2.3 Citrus, mature trees, Orange County 2.0 Citrus, young 6 to 10 years. 75 of mature trees Alfalfa 3.0 Olives -. 1.5 Truck and miscellaneous crops. Riverside and San Bernardino counties 1.5 Truck and miscellaneous crops. Orange county, including vegetables, beans, peppers, beets, tomatoes, * cauliflower and cabbage, mostly in area where the water plane is 6 to 8 ft. from the surface 1.0 SANTA ANA INVESTIGATION 159 TABLE 25. AREA IN RIVER BEDS, FOR NATURAL LOSS COMPUTATIONS In acres Basin Area covorwJ by perennial flow Bare sandy river beds water plane to 4 feet from surface Bare sandy river beds water plane over 4 feet from surface Total natural river bed Willows adjacent to river bed Upper Jurupa Cucamonga Temescal... Lower Totals. 26 65 308 113 142 314 305 70 100 2,520 293 193 700 1,129 2.688 672 806 770 1,342 512 931 4,835 6,278 400 1.270 1,130 n 1,300 4,100 Computed Natural Losses in River Beds During Summer Season in Acre-feet (Using rate of 2.84 aero-feet per acre for porcimial flow areas and willows, and 1 50 acre-fcct par acre for Inirc river bed, where the water plane is within 4 feet of the surface.) Basin Ippcr .Iuruf)a Cucamonga Temescal . . Lower Totals. Loss on area covered by perennial flow 74 185 875 322 1.456 Loss from willows adjacent to river bed 1,140 3,610 3,210 3,690 11,650 Loss from bare sandy river bods Total natural Loss 213 471 45S 100 150 1,392 1,400 4,300 4.500 100 4.200 14,500 The analj'sis of consumptive use and natural losses has been made by two independent methods. One is derived from the subtraction of the outflow from the inflow in each basin. This difference represents the total losses in the basin, when corrected for gravel storage. The resulting quantities were shown in Table 10, page 101. The other method is to set up the acreage of various crops and the river bed areas multiplied by the loss factors given in Table 23, page 158. In the following Table 2(\ the quantities deterininod by the second method are calculated and reconciled to the hydrographic figures of the first method. 160 DIVISION OF ENGINEERING AND IRRIGATION TABLE 26. ESTIMATED CONSUMPTIVE USE AND NATURAL LOSSES BY BASINS Upper Basin (Exclusive of Yucaipa and Beaumont valleys) Crop Area in acres Duty acre-feet per acre Consumptive use in acre- feet per acre lyOSS in acre-feet Consumptive Vss Domestic Citrus_ _ Deciduous Apples, cherries, etc Walnuts - Vines _ Unclassified and field crops Natural Losses Perennial flow and willows _-. Bare river bed Unirrigated moist land Apparent natural consumptive use of unoccupied land Total consumptive use and natural losses as de- termined by hydrographic study... 6,372 19,909 1,600 600 30 918 13,453 426 142 2,500 25,900 2.0 2.5 1.5 1.5 2.5 1.0 1.5 1.20 1.67 1.0 1.0 1.67 .87 1.0 2.84 1.50 2.84 1.35 7,646 33,248 1,600 600 50 799 13.453 1,210 213 7,100 34,881 71,850 1.4 100,800 Note. — The above table applies to the valley floor and is confined to lands lying below the gaging stations shown on Plate 9, page 184. In general these gaging stations are above the first point of use. The only exception is the San Timoteo gaging station, which records a net supply reaching the valley floor from Beaumont and Yucaipa valleys after this supply has been reduced by an estimated average consumptive use of 12,000 acre-feet in these upper valleys. Jurupa Basin Crop Area in acres Duty acre-feet per acre Consumptive use in acre- feet per acre Loss in acre-feet Consumptive Use 2,910 21,903 1,822 798 1,012 985 846 2,954 12,190 1.335 314 14.800 1.5 2.5 1.5 1.0 2.5 1.0 1.5 3.0 1.5 .90 1.67 1.0 .87 1.45 .87 1.0 2.10 1 00 2.84 1.50 1.35 2,619 Citrus Deciduous 36,578 1 822 694 Walnuts . 1,467 Vines 857 Truck . ... 846 Alfalfa 6,203 Unclassified 12,190 Natural Losses Perennial flow and willows 3,791 Bare river bed. . 471 Apparent consumptive use of unoccupied land . .. 19,962 Total losses, by hydrographic study 61,869 1.4 87,500 Cucamonga Basin Crop Area in acres Duty acre-feet per acre Consumptive use in acre- feet per acre Loss in acre-feet Consumptive Use Domestic 3,280 17,184 11,787 758 4,181 31,617 1,540 1.440 30,269 1.438 305 129,000 1.5 2.0 1.0 1.0 2.0 .5 1.5 2.5 .90 1.33 .87 .87 1.33 .50 1.0 1.67 2,952 Citrus 22,855 Deciduous - 10,255 659 Walnuts 5,561 Vines " 15,808 Truck 1,540 Alfalfa 2,405 Unclassifiod 11,923 Natural Losses Perennial flow and willows 2.84 1.5 4,084 458 Total losses bv hvdroeraDhic studv 232,799 .3 78,500 SANTA ANA INVESTIGATION 161 TABLE 26. ESTIMATED CONSUMPTIVE USE AND NATURAL LOSSES BY BASINS— Continued Temescal Basin Crop Area in acres Duty acre-feet per acre Consumptive use in acre- feet per acre Loss in acre-feet ContumpltK U»e Domestic 1,090 7,193 929 139 643 439 857 3,300 3,710 70 10,800 1.5 2.0 1.5 1.5 2.5 1.0 1.5 3.0 1.5 .90 1.33 1.0 1.0 1.5 .87 1.0 2.10 1.0 081 Citrus 9 567 Deciduous 929 Almonds, etc 139 Walnuts . .. .... 964 Vines 439 Triick 857 Alfalfa fi,930 Miscellaneous -- - 3,710 Natural Losies Bare river bed 100 Apparent consumptive use of unoccupied land 1.1 12,584 Total losses bv hydrographic study . 29,170 1.3 37,200 Lower Basin Crop .\rea in acres Duty acre-feet per acre Consumptive use in acre- feet per acre Loss in acre-feet Consumptite Use Domestic _ .. .-, 10,970 51,900 1,555 550 15,400 250 5,700 3,000 58,139 1,413 100 55,000 1.50 2.00 1.00 1.00 2.00 .50 1.00 2.50 1.00 .90 1.33 .87 .87 1.33 .50 .87 1.67 .87 2 84 1.50 9,873 Citrus 69.027 Deciduous 1,353 .\lmonds etc .. ._ 478 Walnuts 20,482 Vines 125 Truck . ... 4,959 .Mfalfa 5,010 Unclassified 50.580 Natwrd Lostei Perennial flow and willows i 4,013 Bare river bed 150 .\pparent consumptive use of unoccupied land 4.450 Total losses by hydrographic studv 203.977 .8 170,500 Observations On Moist Lands In Orange County. A high water table occurs on tlie .Santa Ana Kiver plain south and west of the 75-foot contour of surface elevation. Within this area the high water table generally stands three to eight feet below the ground surface regardless of soil type, elevation above sea level or the depth of water table as indicated by deep wells. This investigation has observed some 100 holes bored with a soil auger in this area at intervals of two months. The number was later reduced to 50, becajise of rejection of poorly located holes. In general these test holes indicate that tile draining, which is almost universal in this area, acts in the anticipated way. Soil sampling in October. 1928, indicates a low initial deficiency of i soil moi-sture and the probability is that much of the rainfall reaches 162 DIVISION OF ENGINEERING AND IRRIGATION the perched water table. A general inspection of the area on October 25-26, 1928, indicated that surface evaporation at this time of the year is very limited in extent. Small areas below Talbert along the river showed indications that surface evaporation was taking place. All beans and sugar beets were harvested at tliis date, and the land cultivated. The mulch was generally deep and loose, indicating that surface evaporation was negligible on this land. Peppers were just being harvested and it was in some of these fields, below Talbert, that surface evaporation was indicated. The lower end of some irrigated fields showed the effect of surface evaporation coming from the perched water table. The artesian area southwest of Wintersburg has the highest water table. Some abandoned wells are drained to the ditches. This is an area of heavy soil type and is mostly under cultivation, so that the surface evaporation is probably limited here also. Much of the uncropped land is losing water by transpiration from salt grass and weeds throughout the year as the growth was still green in the latter part of October, 1928. When the land is cropped, this loss is turned to consumptive use. Extract from "Shape of Water Table in Tile Drained Land," Hil- gardia, Univ. of Calif. March, 1928, Weir. Tnvpstigntions desoi'ibpd more in detail were condurtod in the Newhope Drainage District of Orange County during the summer of 1926. This District contains about 4000 acres of tile drained irrigated land and is situated on the west side of the Santa Ana River, directly west of the city of Santa Ana. The soil of this area is Hanford sand and fine sandy loam. This is a recent alluvial deposit which is deep and readily permeable to roots and water. The drainage system consists of lines of tile located in roughly parallel, nortli and south lines, about one-quarter mile apart. The tile used in this system vary in size from .SO inches in diameter at the lower end of the main line to 8 inches in diameter at the upper ends of laterals. The a\era2-e deoth of drain is between 8 and 9 feet. The water table has been quite generally lowered over the district, as indicated by measurements taken both before and after the drainage system was installed. In many places this has amounted to 3 feet or more. This District appeared to have almost ideal conditions for the study of water table profile shapes because the soil is fairly uniform in texture, depth and general characteristics. The drains run principally all in one direction and far enough apart to provide for full development of water table profiles. The drains are also deeper than usual and the tract is satisfactorily drained. ******* Summary and Conclusions — From the data which were obtained under these widely different soil conditions and widely different spacing and depth of tile, it appears reasonable to conclude that: 1. The water table between lines of tile is practically a straight lino, except within a very short distance of the tile. 2. The depth of tile or the spacing between lines of tile does not matei-ially alter the shape of the water table. 8. The water table under certain conditions may stand above a tile line at points directly over it and yet the drainage be efficient and the tile lines only partially filled with flowing water. 4. Becau.se of the flatness of the water table, it would appear probable that the major part of the lateral adjustment in the water table, due to the removal of water by a drain, takes place below the flow line ; and in that portion of the water table above the flow line the movement is largely vertical. It seems logical that the lateral gradient in the surface of the water table must be greater than has been shown in these i)rofiles before there is a significant lateral movement toward a drain in that portion of the water table which is above the flow line. t I SANTA ANA INVESTIGATION 163 T). Tho depth of tilo ratlicr tli;iu tlic spiiciug botwfou tilo lines is tlip inoic importaut feature affecting the etBciency of a drainage system. 6. To ohtain tlie s.inie etlicienry (that is, tlie same h)%vering of the water table) in areas whore the vertical pressures differ, the tile must i)e cither deeper or closer together iu tho case of the greater pressure. 164 DIVISION OF ENGINEERING AND IRRIGATION PLATE 4 CHECK 0AM and INTAKE ■I'lvChronograph Santa Ana Investigation San AntonioCreek existing Spreading Works CHAPTER 6 ABSORPTION OF WATER BY GRAVELS; EXISTING SPREADING WORKS Absorption. The determiuatioii oL" the data of absorption in gravels has been frequently published as a per cent of loss. In order to determine the required area of spreading grounds, the rate of absorption per acre in second-feet or in vertical feet of water per day is needed. In the following table are collected measurements of the rate of absorption in whicli the area also "was ascertained. TABLE 17 Place San .\ntonio river cone at Up- land. San Antonio Water Co. ditch February. 1928. Mea- sured by Santa .\na investi- gation ■^anta .\na River in lower canyon near Yorba, Februarv 24. 1928. Measured by "Santa .\na Investigation San Gabriel River (from Bul- letin No. 5, Div. of Water Rights, 1927.) Measured in .\pril and May, 1926 (a) .Above Foothill Boulevard. (b) Below Foothill Boulevard . (c) Upper El Monte Island. . . (d) .\bove Valley Boulevard. . Santa .-Vna River, cone at canyon mouth. Water spreading by Water Conservation .Associ- ation from Trans. Am. Societv C. E. Vol. 82, page 802, 1918 Sonderegger San Franeisquito Creek, (from report of Div. of Water Rights Jan. 27, 1927, observations Sept. 16, 1926.) 6.5 miles above mouth 5.5 miles above mouth 4.0 miles above mouth Character of material Gravel and sand. Sand. Boulders, gravel and sand . Small boulders, gravel and sand Gravel and sand Small gravel and sand Boulders, gravel and sand. Gravel and sand. Sand Sand Observed loss in second-feet 1.2 136 32 76.0 157.0 31.0 12.1 41.7 46.2 Area in acres .85 150 36.0 51.0 69.0 6.4 5.4 8.7 11.2 Rate of absorption Second-feet per acre 1.4 .9 15 2 28 4 76 3.42 2.24 4.8 4.1 Depth of water in 24 hours 2 8 1 8 1.8 3.0 4.5 9 5 6.8 4 5 9.6 8.2 Existing Spreading Works. The following is a list of localities wiiere spreading is practiced in Santa Ana watershed : T'.arton Flat Water Conservation Association Mentone Water Conservation Association Mill Creek East Lugonia Water Company and City of Redlands City Creek City Creek Water Company Devil Canyon City of San Bernardino Lytle Creek Lytle Creek Conservation Association Lower Lytle Creek Lytle Creek Conservation Association r>ay Canyon Etiwanda Water Company Cucamonga Creek Cucamonga Water Company and others Cucamonga Cone. San Antonio water imported San Antonio Water Company San Antonio Creek Pomona Valley Protective Association Temescal Creek Temescal Water Company Edgar Canyon. Beaumont Beaumont Irrigation District Santiago Creek Serrano and Carpenter Irrigation District 166 DIVISION OF ENGINEERING AND IRRIGATION San Antonio Creek Spreading Works. "The water is spread over the bouhlcrs, gravel aiul soil below llie canyon with slope of 200 to 100 feet per mile. An association has been organized among the water companies and individnal well owners, of whicli there are many in Pomona Valley, to conduct the work, and the cost is borne by the members in the proportion that water is used by them. At first the headworks were of a temporary kind and much work had to be done when the floods came to divert the water. Three main ditches are used. Later concrete headgates were placed on these and a concrete dam was placed across the stream channel at the upper gate. * * * A stream of about 30 second-feet is diverted at the upper lieadgate and less at the lower gates. Streams of 20 or 30 miner's inches are taken from the main ditches and the water is induced to cover as much ground surface as possible. The grades and alignments of the ditches conform to the topography of the land and the more checks to form pools the better for absorption. * * * The association owns most of the land on which it operates. Willis S. Jones, engineer for the association, states that the soil takes up 100 miner's inches or two second-feet per acre continuously during the several weeks of the flood season. A test made by Mr. Jones and the writer shows that the rate of absorption sometimes reaches double that figure. Two men are employed throughout the season and an additional force on occa- sions. The cost of operation has been 30 cents per acre foot. The effect of spreading water has been very marked on a tunnel and wells a few miles below the spreading ground. The flow of these increases in the late summer. The effect of the work reaches wells lower in the valley the second year. Except in years of unusual run-off no water is allowed to flow beyond the limits of Pomona Valley." Preliminary Report on Conservation and Control of Flood Water in Coaehella Valley. State Department of Engineering, Bulletin No. 4, 1917, Tait. "Conservation work was commenced in a desultory way in 1895, Avhen the owners of the Mountain View tunnel, east of Claremont, spread flood water above the tunnel to increase the flow. In 1896, an employee of Fleming & Beckett, owners of the present Consolidated Water Company's tunnel at Indian Ilill, north of Claremont, sug- gested diverting the flood water of San Antonio stream to replenish the tunnel. This was done, and from year to year, water was diverted by both the above interests. At first water was spread near the tun- nel, later at points farther up on the cone nearer the mouth of the canyon. "In December, 1908, the larger water interests got together ami, in January, 1909, the Pomona Valley Protective Association was incor- ])orated, embracing 14 corporations and 32 individuals, representing 1800 miner's inches of water. This association purchased about lOOO acres of land for conservation purposes along tlie channels of tlie San Antonio wash and Thompson Creek and, together with two other mem- bers of the league, control 4^ miles of the San Antonio stream channels. "Tlie lands tlius secured along San Antonio Creek enable the associa- tion to spread large quantities of the San Antonio flood water and some of the flood waters of Williams Canyon and Thompson Creek. * ' * * * * * * "During the height of the flood in 1917, 9000 inches of dirty water were turned out at the dam and led into 2 or 3 ditches leatling to SANTA ANA INVESTIOATION 167 the return ehaiiiiel. \Vhile it was raining with great intensity, the amount of water reaeliing the return channel at tlie bridge on the diagonal road 1 mile away was less than 50 inches. Not only the. entire 1)000 inches but, in addition, all the rain that was falling on the sage-covered washes was absorbed. On the other hand, every cul- tivated orchard was discharging large volumes. "In company with Prof. Slichter on one occasion. Prof. C. E. Tait, U. !S. Government Irrigation Engineer, on another, tlie rate of absorj)- tion on these lands was tested and found to be as high as 1 miner's inch per ten square feet of land covered. This is nearly the highest known rate of absorption. ******* "The flood of 1916 destroyed the concrete apron at the diversion dam at the mouth of the canyon. This has been replaced by a much stronger structure consisting of a foot wall of cyclopean masonry, individual boulders weighing from one-lialf ton to two and one-half tons, thoroughly embedded in cement concrete, making a fall 70 feet long across the channel, 6 feet high, and 8 feet wide on the base. Above this, a space 40 feet by 19 feet has been covered with 40-pound steel rails, placed 6 inches center to center and anchored with |-inch bolts 12 inclies long, all embedded in concrete. Thus anchored, it is believed that the structure will withstand the action of greater floods than those of 1914 and 1916. Briefly the conservation work now consists of : 1. Protection wall 75 feet long at the mouth of the canyon, through which is a gate for diverting water. 2. The diversion dam, approximately 150 feet long, across the main channel. 3. Three gates and sluiceway from the dam. 4. A side channel 30 feet wide, capacity 500 to 700 second-feet. 5. Seven main laterals protected with concrete headgates cover about 400 acres. In addition there are miles of smaller ditches. 6. A return channel around the entire upper spreading di-strict to return any unabsorbed diverted water to the main stream. 7. Two shafts for conservation. 8. Three main roads and three branch roads radiating from the dam, reaching every part of the spreading grounds. 9. Permanent camp, consisting of one corrugated iron house (three rooms), two sheds, and two tents. 10. The Fleming Dam near the base line is 1760 feet, through wliich are three openings controlled by gates for distributing water near the ^Mountain View tunnel." Trans. Southern California Sect., Am. Soc. C. E. Vol. 1. Bui. No. 4, 1919, Jones. The San Antonio spreading works are at this time being extended in cooperation with Los Angeles County Flood Control. Tiie ]n-esent situation is shown in Plate 4, page 164. The concrete weir is illus- trated in Fig. 43, page 182. 12—63685 168 DIVISION OF ENGINEERING AND IRRIGATION ,r FOLATE 5 I !?■■■■■ ■ ■■■■ a SANTA ANA INVESTIGATION CUCAMONGA CREEK EXISTING SPREADING WORKS soo ooo Sc;aue: ?000 3000 mi M 1* y \i-M HIGHLAND ^:r^ ^1 ",;,J'.5 avcnue: _i SANTA ANA INVESTIGATION 169 Fig. 37 — Cucanionga Water Company. Spreading clam on Cucamonga Creek. This dam is at right angles to the stream, and is the middle cross wall of the system. Flo. Ui — Cucamonga Water Company. Diagonal .sprt-ading dam iwu-halt' niiU dam in Fig. 37, showing the outlets to supply the spreading ground. ilow 170 DIVISION OF ENGINEERING AND IRRIGATION Cucamong-a Spreading- Works. Si^reading on Cucamonga Cone was practiced on a small scale from 3908-1924. In 1925, major works were begun by the San Antonio Water Company by the construction of a diagonal rock wall, shown in Plate 5, page 168. The upstream wall, a long check dam, was built in 1926-27. The middle cross wall was built in 1927-28. The upstream check dam was filled with debris completely to its 6-foot lieight in the winter of 1925-1926. This dam stood successfully the flood of 1927, the water pouring over in a continuous thin sheet. Toward the last of the storm, some damage and settlement occurred at one section. Mr. Ralph Shumaker, the engineer and designer of tliis system, con- cludes that the capacity of the diagonal wall for distribution and diversion to spreading, is 1 second-foot per linear foot, or 800 second- feet for the 800-foot wall. SANTA ANA INVESTIGATION 171 PLATE 6 Santa Ana Inves t ig at ion Lytle Creek Existing Spreading Works »a^fe. ••".•r.v'-.- :.•.•• • SCALE 500 1000 Mocrt 172 DWISION OF ENGINEERING AND IRRIGATION :^^--- \ Fig. 39 — Lytle Creek spreading- and diversion dam. Intake in tlie distance. SANTA ANA INVESTIGATION 173 Fig. 40 — Ljtle Creek spreading and diversion dam. Flood on April 6, 1926. Lytle Creek Spreading Works. Spreading has been practiced on Lytic Creek since 1912. In 1925-26 a concrete dam was built by the Lytle Creek Protective Association, at the mouth of the canyon. This Avork wa-s 1941 feet long, li feet -wide on top and 14 feet in maximum height above the stream bed. The downstream slope is vertical and the upstream slope is ^ to 1. The intake to the spreading ground has a capacity of 240 second- feet, when the water is to the top of the dam, and supplies 5000 lineal feet of ditches. The area of spreading ground is 1000 acres. Opposite the Fontana power house the waste water not needed for irrigation in winter is turned back into Lytle Creek and spread. This point is five miles below tho concrete dam. 174 DIVISION OF ENGINEERING AND IRRIGATION , U 5 G 5 Gage rPowcr Mouse N* 3 Bear Valley Ditch SANTA ANA INVESTIGATION TRl- COUNTY EXISTING 'Spreading works (Near Redland5) Plate 7 CHURCH » SANTA ANA INVESTIGATION 175 Fig. 41 — Tri-CountiL's AVorks on Santa Ana River. Wire wall diversion dam. r- Fig. 42 — Tri-Countles Works on Santa Ana River. A settling basin. 176 DrV'ISION OF ENGINEERING AND IRRIGATION Water Conservation Association Works at Mentone. The Water Conservation Association began spreading water on the debris cone of the Santa Ana River in 1911. It secured the withdrawal of approxi- mately 1100 acres of government land by an act of congress dated February 20, 1909, and has since acquired additional land by purchase, until it now owns and controls approximately 3000 acres of land. The association has constructed three substantial concrete headgates for the diversion of Avater from the Santa Ana River, and has one other intake, and through these four intakes it has a capacity of 20,000 miners inches, or 400 second-feet. Diversions from the river so far have been made by loose rock dams, excepting one which has a Pratt wire dam across the main channel of the river. About 1500 acres of land under control of the association is actually used for sinking of water, and experiments have shown that 3.4 second- feet can be sunk continuously per acre on this loose gravel and boulder formation. It has been found im]iracticable to divert water from the main stream during times of high water, as it is impossible to maintain the dams, and for the further reason that during such periods of high water there is a large amount of silt in suspension in the water which, if diverted onto the gravel beds, would have the effect of silting ny> the interstices and rendering such areas valueless for the sinking of water. The amounts sunk and spread by the association for the different years are as follows : S!eason Acre Feet Season Acre Feet Season Acre Feet 1011-12 11.643 1917-18 4.398 1923-24 3.832 1912-13 3.286 1918-19 4.920 1924-25 191.3-14 35,.322 1919-20 6.063 192.5-26 9.276 1914-1.5 28,402 1920-21 8,684 1926-27 14.275 1915-16 11,537 1921-22 81,196 1927-28 1.205 1916-17 6,726 1922-23 19.353 The location of the sinking of this water is approximately five miles easterly and 500 feet in elevation above the San Bernardino artesian basin. A chart published by the Water Conservation Association shows the average water pressure above the tops of seven artesian wells in this basin, to have been 33.49 feet in 1922, and 39.67 feet in 1925. This rise in pressure is ascribed bv the association to the large amount spread, 81 ,000 acre-feet, in 1921-^22. SANTA AXA INVESTIGATION 177 Pi^ATJi; 8 S/VNTA >VXA IX\T:STIGATI0N Mill Creek Spreading Works J 78 DIVISION OF ENGINEERING AND IRRIGATION Mill Creek Spreading- Works. Spreading has been practiced on the gravels of the Mill Creek debris cone since 1910. The spreading grounds consist of approximately 1200 acres, either owned or leased for spread- ing purposes by the East Lugonia INIutual "Water Company and the city of Redlands. The conservation works consist of taking water from the main channel by means of 8 diversion dams, all of the.se dams being of tem- porary construction. From them, ditches are carried into the gravel on both sides of the main channel. The waters spread are collected, in part, by tunnels traversing under the spreading grounds. These tunnels yield an average of six second-feet. There are also a number of pumping plants on this debris cone Avliich are supplied with water from this conservation work. The maximum water spread on this cone in a single season has been 26,000 acre-feet. "Water Spreading on Santiago Creek. It is claimed that water spreading was begun on a small scale on Santiago Creek by the Irvine Ranch Company in 1896 and, if this is correct, it appears that the practice originated on that stream. The work was taken up on a larger scale in 1910 by the Carpenter Water Company, the Serrano Water Association and the Irvine Ranch Company, acting jointly. The two first mentioned obtain their irrigation supply from a submerged dam near the mouth of the canyon, and in order that the work may be of benefit to them it must be conducted above the dam and in the canyon. Although the canyon is not wide, it has been possible to obtain three tracts of land giving a total of 1100 acres and, of this area, about 800 acres are actually covered with water. The working season generally covers three to five months, during the spring. A maximnm of about 140 second-feet has been used, of whicli only about 50 second-feet has been in one ditch. The operating cost consists mainly of the wages of one man for the entire season and of one or two helpers during a part of the time. ******* "A total of $21,000 has been spent on ditches, levees and gates. * ' The president of the Joint Association, under which the work is con- ducted, states that, when beginning to apply the water, one acre will take up five second-feet for three days, but that after the ground has become saturated the rate of absorption becomes less ; also that the system is capable of handling 300 to 400 second-feet continuously throughout the season. "The method of laying out the grounds and of applying the water differs from that on Santa Ana River and San Antonio Creek. The water is carried in ditches to the grounds, where it is held by levee checks three feet high and located on contours from 200 to 500 feet apart, depending upon the slope. The ends of the levees are turned up the slope, in such a way as to basin the water. In the first work, concrete overflows with control gates were placed at the middle of each levee and the water was run from each check to the next succeeding lower one. In the later work no overflows have been provided, but the ends of the levees are riprapped with bouhlei's around which the water flows to the lower basin, the levees being staggered. * * * I SANTA ANA INVESTIGATION 179 Little trouble has been exiM'rieiu'ed with silt, but the first Hood water is not used. A considerable (luantity of sand has been deposited in the main ditches." Trans. Southei-n Calif. Sect., Am. Society C. E. Vol. 1. Bulletin No. 4. 1010, Tait. T.\BLE 28. ACREAGE IN RIVER BEDS CLASSIFIED FOR USE IN DETERMINING ABSORPTION In acres Basin .\rca covered by i)erennial flow Sandy river bed, water nlane to 4 ft. below surface Sandy river bed, water plane over 4 ft. below surface Total natural wet and dry river bed Flood of 1927 Total area submerged, water plane to 4 ft. l)elow surface Flood of 1927 Total area submerged, water plane over 4 ft. below surface I' piper 26 65 308 113 142 314 315 70 100 2,520 293 193 700 1.129 2,688 672 806 770 1,342 221 1,145 606 575 1,782 Jurupa Cucamonga Temescal 953 191 1 Lower 1,895 Totals 512 931 4,835 6,278 2,547 3,821 CHAPTER 7 RATE OF MOVEMENT OF UNDERGROUND WATERS The principal writer on nnderflow theory and actual measurement is Charles S. Slichter, University of Wisconsin. The following digest from publications give the Slichter laboratory- and field results. Two determinations by this investigation are also described. In W. S. P. No. 140, U. S. Geological Survey (1905) page 11, Slichter defines the transmission constant "k" as "the quantity of water in cubic feet, that is transmitted in one minute through a cylinder of soil one foot in length and one square foot in cross-section under a difference of head of one foot of water." Page 11 — "The capacity of any sand or gravel to transmit water can be expressed by the transmission constant." Page 12 — "Transmission constants or "k" (theoretical values from laboratory experiments.)" Dia. of grain Porosity in VI. )n. Kind 32 per cent S!ii)ercent .03 Silt .000364 .000446 .07 Very fine sand .001983 .002430 .15 Fine sand .009120 .01115 .35 Medium sand .04960 .06075 .75 Coarse sand .2278 .2785 3.00 Pine gravel 3.640 4.460 Page 48 — "Rate varies directly as the head." Page 54 — "The cross-section of the alluvial deposits at the narrows of the Hondo and San Gabriel is about 10.000 feet wide and probably does not exceed 600 feet in depth. If we assume that the porosity of the underflow gravel is 33 per cent and that the average velocity of the ground water is 10 feet a day, the resulting estimate of the amount of water which passes underground through the narrows is 230 second- feet. * * * This is undoubtedly a maximum estimate * * * 4 feet a day may be assumed as a fair minimum estimate of the average velocity. This would correspond to a total underflow of 92 second-feet." Page 63 — (Mohave, Victorville) — "Taking Schuyler's figures for the area of the cross-section of the gorge, 4160 square feet, and assuming a mean velocity of 50 feet for 24 hours and estimating the porosity of the gravel at 33 1/3 per cent, the total underflow will be found to be less than one second-foot. * * * The gradient of the water plane is almost exactly 20 feet to the mile." The following quotations are from U. S. G. S., W. S. P. No. 112 (1905), Homer Hamlin: Page 29 — "Porosity of Tujunga sands in San Fernando Valley is from 32 to 42 per cent and eft'ective diameter ranges between .055 and .43 m.m." Page 51 — "Huron Street Section, Los Angeles River." Western Gravel Bed : Total cross section 17,000 square feet Porosity assumed 25 per cent Average velocity 20.6 times 80 per cent for obliquity 16.5 feet per day Discharge 70,040 cubic feet per day Eastern Gravel Bed: Total cross section 30,700 square feet Porosity 25 per cent Average velocity corrected 15.45 feet per day Discharge 18,578 cubic feet per day SANTA ANA INVESTIGATION 181 From U. S. G. S., W. 8. P. No. 446, Loe (1919), page 148 Bon-nal Section, San Luis Rey River: Slope of wator table 12 feet per mile Velocity of undorllow 5.14 feet per day l>isrliargG 0.47 .second- foot Tjytle Creek. — A tunnel near the month of the canyon a mile long (Irivoii np.stroani, intercepts tlie underflow to a depth of 90 feet. The width of the channel is estimated at 400 feet with an average depth of 70 feet. The diseharue measured in lf)28 was 3.1 second-feet. These figures give the following results : Discharge 3.1 second-feet Gross area 28,000 square feet Kffective area u.sincr 33 per cent porosity 9,300 square feet Velocity through effective area 29 feet per day Gradient 3.8 per cent "K" transmission constant as defined by Slichter 0.19 Santa Ana River at Tidew^ater. — In the study of escape into the ocean, given in section 8, page 205, the following was determined from pumping information: Discharge 3.4 second-feet (fross area 800,000 square feet Effective area using 33 per cent porosity 267,000 square feet Velocity through effective area 1.1 feet per day Gradient 0.19 per cent "K" transmission constant as defined by Slichter 0.13 TABLE 29. SUMMARY OF UNDERFLOW DETERMINATIONS Place Cross-section square-feet Porosity assumed per cent Vel. through effective area for this porositv in feet per day Gradient Resulting transmission constant "K" Discharge, second-feet San Gabriel: Maximum estimate 6.000.000 6.000.000 4,160 17.000 30,700 23,700 28,000 800.000 33 33 33 25 25 33 33 33 10 4,0 ,50 Ifi 5 15.5 5.14 29.0 1.1 .27 .27 .38 .38 .38 .23 3.80 .19 .85 .34 3.42 .74 .72 .50 .19 .13 230.0 Minimum estimate 92.0 Mohave .9 Los .\ngeles: West s'^ction .8 East section - 1.4 San Luis Rey .5 Lvtle . 3.1 Santa .\na: •■Vt tidewater 3.4 CALCULATIONS OF UNDERFLOW f^nnta Ana River at Mcntone: Cross sectional area 48,000 square feet "K" transmission constant taken as in Lytle Creek 0.19 Gradient 3.1 per cent Discharge 4.9 second-feet Santa Ana River at Pedley Bridge: Cross sectional area 18,000 square feet "K" transmission constant taken as on San Luis Rey 0.50 Gradient 0.33 per cent Discharge 0.45 second-feet Santa Ana River U. S. G. S. at Prado : Cross sectional area (at Oil Well Site) 73,000 square feet "K" transmission constant as on San Luis Rey 0.50 Gradient 0.26 per cent Discharge 1.4 second-feet There is rising water between U. S. G. S. Gaging Station at Prado and Oil Well Site in the winter reaching 10 second-feet. An amount of 5 second-feet is added to Fllow for average rising waters. The total taken for underflow at U. S. G. S. Gaging Station at Prado is 6.4 sfcond-ffi't or 500u acre-feet annually. 182 DIVISION OF ENGINEERING AND IRRIGATION Fig. 43 — State Gaging Station, on San Antonio Creek near Claremont. Fig. 44 — State Gaging Station, on Chine Creek near Chino. SANTA ANA INVESTIGATION 183 Fia. 45 — State Gaging Station on Cucamonga Canyon near Upland. Fig. 46 — State Gaging Station on Day Canyon near Etiwanda. 13—63685 CHAPTER 8 HYDROGRAPHY General. The hydrography of the Santa Ana River is complicated. Numerous mountain streams flow into the valley floor, in various basins. Their waters are partlj^ absorbed in the gravels, and partly diverted. A portion only passes on to the next basin. There are five successive basins, each with a broad gravel area, closed by a barrier at the lower end. The outflow from a basin in any year is not equal to the sum of the surface streams entering its valley floor, because in passing across the valley floor some of the inflow is detained as underground storage and some is consumed. These factors decrease the volume of inflow, while rainfall on the valley floor percolates and adds to the volume of the outflow. To arrive at the relation of the basins requires a complete tabulation of all the streams not only where they appear from the mountains, but also at various strategic points in the lower stream. The U. S. Geological Survey has maintained for long periods a group of stations from hytle to Mill creeks, and two stations on the lower Santa Ana, for a short period. The Seasons, 1926-27 and 1927-28. The field plan of this investiga- tion was to make an intensive measurement for the season 1927-28, securing actual records on all significant water courses. In addition stations were established on the middle Santa Ana River, and at the mouths of Temescal and Chino creeks. A complete series of stations measured the escape into the ocean. Method Used in Restorations of 1926-27 Run-oflF. On all gaging sta- tions in service in 1926-27, the run-off per square mile for this season was tabulated. The run-off was analyzed into two components, the perennial flow and the storm flow. Perennial flow is defined as "that portion of the run-off which goes on whether it storms or not. " It is practically equivalent to "low water flow," or "constant flow" or "seepage flow." Storm flow as here used is defined, as "that portion of run-off over and above perennial flow." Storm flow is indicated by direct rises in the normal volume of the stream. Study has shown that storm flow varies in a similar manner in adjoining watersheds. The perennial flow component of run-off of streams not measured in 1926-27 was taken as equal to the perennial flow actually determined in 1927-28. The unknown storm flow component was estimated from that of adjoining measured streams of similar regimen. The perennial flow so ascertained, added to the estimated storm flow is taken as the run-off for restoration of streams unmeasured in 1926-27. The run-off, and its components, perennial flow and storm flow, were reduced to acre-feet per square mile to facilitate calculation. The known storm flow of streams measured in 1926-27 is tabulated in Table 30. In this table the streams are arranged in the order of the highest altitude of their watersheds and bv maximum £:radient. MA Investigation -*^ERAL MAP MEASUREMENT ATI0N5 SCALE 185 ENT flow iare 'eet 815 504 352 428 91 12 70 533 482 414 382 332 335 1 to ^heii mile own 6-27 The 3un- iri*L- 636S5 X.EGEND Basin Boundaries Valley Floor Line. Roads Gagrng Stations Plate' 9 SANTA ANA INVESTIGATION 185 TABLE 30. STORM FLOW BY ALTITUDE AND STREAM GRADIENT FOR SEASON 1926-1927 Stream Highest altitude Grade feet per mile Storm flow I)cr 8(iuare mile, acre-feet Small liraiiiaKC, higb altitude: San Antonio 11,000 11,500 11,000 11,500 7,000 8,000 8,500 6,:500 5,200 5,000 6,300 6,100 5,700 1,300 790 500 290 1,000 480 320 760 910 880 710 920 310 815 I,arge drainage, high altitude: Mill Creek 504 Lvtle Creek 352 Santa Ana at Mentone.. . .. 428 Flat Grade and gravel storage in upper course: Cajon 91 Lone Pine , _ 12 San Timoteo 70 High, steep and short: Citv - 533 Devil 482 Waterman 414 Plunge . . 382 Strawberry . 332 Coast Mountains: Santiago. 335 Based on this Table 30, values for storm flow were assigned to unmeasured streams, varying from 900 acre-feet per square mile when the gradient is 1-400 feet per mile, to 400 acre-feet per square mile when the gradient is 700 feet per mile. Table 31 combines the known perennial annual flow in acre-feet per year observed either in 1926-27 or in the succeeding year and the known or estimated storm flow. The last column of Table 31 is the final run-off per square mile of moun- tain streams for use in later tables. Nui bas: div( SUC( at t T surl valL somi rain outfi T( of a but ; Ti grou lowe; Th tion secur A>tle Creek Santa Ana at Menfone Flat Grade and gravel storage in upper course: Cajon Lone Pine.. San Timoteo High, steep and short: aty Devil Waterman.. Plunge Strawberry Coast Mountains: Santiago 11,000 5,700 1,300 310 815 11,500 790 504 11,000 500 352 11,500 290 428 7,000 1,000 91 8.000 480 12 8,500 320 70 6,300 760 533 5,200 910 482 5.000 880 414 6,300 710 382 6,100 920 332 335 Based on this Table 30, values for storm flow were assigned to unmeasured streams, varying from 900 acre-feet per square mile when the gradient is 1400 feet per mile, to 400 acre-feet per square mile when the gradient is 700 feet per mile. Table 31 combines the known perennial annual flow in acre-feet per year observed either in 1926-27 or in the succeeding year and the known or estimated storm flow. The last column of Table 31 is the final run-off per square mile of moun- tain streams for use in later tables. 186 DrV^ISION OF ENGINEERING AND IRRIGATION TABLE 31. OBSERVED AND ESTIMATED RUN-OFF, 1926-1927 Drainage area. square miles San .\ntoiiio U. S. G. S San .Antonio, remainder to Power House No. 1_ Evey. _ Cucamonga Deer Day... East Etiwanda Ingvaldsen. San Sevaine Hawker __. Howard LytleU. S. G. S Lone Pine U. S. G. S. Cajon U. S. G. S. Calwell... __._. Medlin Kimbark East Kimbark Unnamed. Ames. _ __ Cable Devil... __. Waterman Strawberry Bishops Little Sand Sand City ___. Reservoir East Highland Plunge _ Oak [[.[\[\[\]]\[[ Santa Ana. Mentone excbisive of Bear Valley Morton _ Mill.. V//./.... Spoor. 1 Ward San Timoteo Recbp Box Springs __ Sycamore Unnamed Mocking Bird Temescal _ Santiago Carbon Brea 17.4 7.6 1.4 10.3 3.5 4.9 2.9 1.1 1.8 .5 .7 39.4 16.7 41.9 1.7 .5 1.2 .9 .2 1.0 2.7 6.3 4.5 9.2 .7 2 1 1 3 19.8 11 1.2 16.8 2.2 147, 2 43 1. 119^ 11. 3. 9. 7. 10 115 85. 17. 19. In acre-feet per square mile Perennial flow Fall, 1926 420 396 24 24 Spring. 1927 480 468 Observed 1927-28 72 108 300 43 48 48 84 240 432 60 195 300 216 220 180 60 60 24 24 31 5 24 24 6 120 148 72 72 18 36 36 24 Storm-flow 815 400 400 900 900 850 750 750 700 500 500 416 12 92 400 400 400 400 400 400 500 482 414 332 500 500 500 533 500 500 382 400 428 400 504 600 600 70 300 390 350 300 300 300 339 300 300 Total Run-off 1,275 400 595 1,200 1.116 1,070 930 810 760 524 524 860 20 123 405 424 424 406 400 520 648 522 453 404 500 500 500 613 500 572 400 436 624 436 892 624 600 70 300 390 350 300 300 300 373 300 300 The run-off of unmeasured foothills and isolated hills is an estimate. This estimate considers the elevations, comparison Avith adjacent known areas, the steepness of slopes and character of soil. The following table shows the run-off per square mile arbitrarilv assigned to such areas for 1926-27 : SANTA ANA INVESTIGATION 187 TABLE 32. RUN-OFF, FOOTHILLS AND ISOLATED HILLS Index numbers refer to Map No. 4, in pocket Run-off per square mile used in 1026-1927 restoration. Upper Basin Jurupa Basin Cucamonga Basin Tcmescal Basin Ix)wer Basin Drainage index No. Run-off, acrc-fect per square mile Drainage index No. Run-off. acre-feet per square mile Drainage index No. Run-off. acre-feet per square mile Drainage index No. Run-off, acre-feet per square mile Drainage index No. Run-off, acre-feet per square mile Foothills Foothills Foothills Foothills Foothills 35-.\ 13-.\ 400 300 300 300 300 300 300 300 300 300 300 300 300 250 150 38-A 39-A 40-A 4 2- A 300 250 250 250 1-A 2-A 3-A 4-A 5-A 6-A 7-A 8-A 9-A 46-A 46-C 300 300 300 300 250 250 250 250 250 200 200 44-A 250 49-A 48-A 4 7-A 51-A 53-A 53-B 52-A 52-B 50-A 200 200 2I-.\ 150 00. 1^ 150 26-.\ 200 28-.\ 200 29-.\ 200 30-.\ 200 31-.\ 200 32-A 33-.\ 34-A 36-A .. 10- A 12-A Isolated Hills Isolated Hills Isolated Hills Isolated Hi lis Isolated Hills 37-A 250 250 250 43-A 43-B 43-C 43-D 43-E 43-F 43-G 43-H 43-J 200 200 200 200 200 200 200 200 200 46-B 46-D 46-E 200 200 200 45-A 45-B 45-C 250 250 250 37-B 37-C After study of the storm variation of small areas where data existed, tlie rim-off per square mile upon tlie valley floor proper for 1926-27 was taken as follows : Within Upper Basin 50 acre-feet per square mile, within Jurupa Basin 80, witliin Cucamonga Basin 40, within Temescal Basin 10, and within Lower Basin 40. The final element of the total supply is penetration of rainfall into the gravels of the valley floor. The values for penetration have been fully discussed in section 4, page 152, and are so used in the tab- ulation. The values of run-off in acre-feet per square mile given in Tables 31 and 32 and in above paragraphs have been multiplied by the square miles of drainage area, and the whole assembled in Table 33. This table is a complete accounting of all sources of supply ; namely, run- off, underflow, rainfall penetration on the valley floor and imported waters. In this table tiie supply is given, followed by tlie escape from each basin. Escape includes exported waters, surface discharge and under- flow. [88 DIVISION OF ENGINEERING AND IRRIGATION TABLE 33. OBSERVED AND ESTIMATED SUPPLY TO AND ESCAPE FROM THE VARIOUS BASINS, IN 1926-27 AND 1927-28 Notation * Indicates all streams gaged throughout the season. Under this also are placed streams known to have been dry in October and November, 1927, gagings being begun in December. A Indicates an arbitrary continuous flow of two second-feet for last item in Upper Basin Supply. B The run-off of ditches E-5, E-6, E-7 and E-8 ia the Lower Basin for the year 1926-1927, include flood waters from levee break on the Santa Ana River. Drainage index numbers are shown on Map No. 4. in pocket; service area mdex numbers are shown on Map 7, in pocket; gage station index numbers are shown on Plate No. 9, facing Page 184. TABLE 33. SUPPLY TO UPPER BASIN Drainage index No. 10 10- A 11 12 12-A 13 14 15 16 17 18 19 19- A 20 21 21-A 22 23 24 25 22-A 26 26-A 27 28 28-A 29 29-A 30 30-A 31 Gage station index No. 10-1 10-3 10-4 11-1 12-1 14-1 15-1 16-1 17-1 18-1 19-1 19-1 19-2 20-1 20-2 21-1 22-1 23-1 24-1 25-1 26-1 27-1 28-1 29-1 29-2 30-1 31-1 31-2 31-3 31-4 31-5 Creek, canyon or area Lytle Creek Channel, U. S. G. S Fontana Pipe Line, U. S. G. S.. Underflow. _. Foothills adjacent to Lytle Creek.. Lone Pine Creek, U. S. G. S Cajon Creek, U. S. G. S Foothills adjacent to Cajon Creek. Calwell Creek Medlin Canyon Kimbark Canyon East ICimbark Canyon : Unnamed Canyon Ames Canyon Cable Canyon Channel Meyer Co. Pipe Foothills adjacent from Calwell Creek to Cable Canyon Devil's Canyon Channel, U. S. G. S City of San Bernardino Waterman Canyon, U. S. G. S Foothills between Devil's and Strawberry Canyons Strawberry, U. S. G. S Bishop's Can von Little Sand Creek. Sand Creek Foothills, between Strawberry and Sand Creek, City Creek Channel, U. S. G. S City Creek Water Company's Canal, U.S.G.S. Foothills, between Sand Creek and Reservoir Canyon _ Reser voi r Canyon East Highland Storm Drain Foothills, between Reservoir Canyon and Plunge Creek _ Plunge Creek _ . . Channel, U. S. G. S. Less Alder Creek water. East Orange Co Foothills, between Plunge Creek and Oak Can- yon Oak Canyon Foothills, between Oak Canyon and Santa Ana River _. Santa Ana River near Mentone Channel, U. S. G. S S. C. E. Co., U. S. G. S Greenspot, U. S. G. S Alder Creek exported Underflow... Area, square miles 39.4 3.2 16.7 41.9 4.8 1.7 .5 1.2 .9 .2 1.0 2.7 6.4 6.3 4.5 4.8 9.2 .7 1.2 3.1 2.5 19.8 2.9 1.1 1.2 1.2 16.8 .4 2.2 1.0 189.3 1926-1927 supply, acre-feet *7,090 *26,800 *2,200 36,090 800 *329 *5,110 720 688 212 508 370 80 520 1,370 400 1,770 1,920 •2,070 ♦1,210 3,280 *2,040 1,440 *3,720 350 600 1,550 750 •10,400 •1,697 12,097 870 550 686 360 •6,205 508 6,713 120 960 300 •51,900 •45,000 •3,470 •215 3,500 104,085 1927-1928 supply, acre-feet •16,800 •2,200 19,001 •119 •1,680 •58 ♦51 •202 •147 •72 •144 •325 400 725 10 •165 665 830 •635 10 •1,320 •19 •34 •68 5 •1,870 •1,080 •2,950 5 •10 •441 •683 235 918 •164 •1,750 •29,800 •4,230 215 3,500 •39,495 SANTA ANA INVESTIGATION TABLE 33. SUPPLY TO UPPER BASIN— Continued 189 I )rai nage index No. Gage station index No. Creek, canyon or area Area, square miles 1926-1927 supply, acre-feet 1927-1928 supply, acre-feet 31-.\ Foothills, between Santa .■Vna River and Morton Canvon 1.2 2.2 2.3 43.6 360 960 690 32-1 32 Morton Canvon _ _-. •330 32-.\ Foothills, adjacent to Morton Canyon Mill Creek: 33 33-1 33-2 34-1 Channel, U. S. G. S Power Canals, U. S. G. S •17,500 •17,600 •i37 •13,640 Spoor Canvon 1.2 3.3 1.0 .2 9.9 119.6 34-.\ •35,100 748 990 300 120 3,960 •13.777 20 33-.\ Foothills adjacent to Mill Creek 34-.A. Foothills, adjacent toand west of Spoor Canyon. Ward Canvon Crafton Hills, east and west of Ward Canyon. . San Timoteo Creek ..jl Channel 3.5 35-.\ 35-1 5 36 36-1 •8,320 8.000 •316 Underflow, Drainage Basin . 8,000 Hills west of San Timoteo Creek Isolated hills, south of Devil's Canyon. Isolated hills, south of Devil's Canyon Isolated hills, south of De\Trs Canvon Isolated hills, south of Devil's Canyon. Val ley Floor Run-off.. . . . . . 15.7 .2 .1 1.3 .2 124.1 36-.\ 16,300 4,710 50 25 325 50 8.316 10 37-.\ 37-B 37-C 37-D 37 7,400 50.700 Al,450 Rainfall penetration 10,700 Springs .. Al,450 Total 714.9 313,800 12,000 103,696 Correction for estimated storage and evapora- tion in Bear Valley Reservoir -10.000 Total supply to Upper Basin 325,800 93,696 TABLE 33. ESCAPE FROM UPPER BASIN Gage station index No. Service area index No. Stream or diversion 1926-1927 quantity, acre-feet 1927-1928 quantity, acre-feet 21 Exported to Cucamonga Basin: Fontana Union S.vstem via Fontana Canal- fa) Surface diversion •13,300 •3,080 10-9 •14,000 (b) Pumoine 3,500 11 E.rported to Jurupa Ba.sin: Lytle Creek Water & Improvement Co. and City of Rialto— (a) Surface diversion vin Fontana Canal 16,380 ♦2,400 5,120 590 •690 10,000 •1,640 •1,370 •3,050 •6,600 57,300 17,500 •2,400 (b) Pumping. 5,290 12 13 14 15 16 Mutual Land and Water Co., pumping. 700 Terrace Water Co., pumning. 800 Citizens' Land and Water Co., pumping 10,000 Citv of Col ton, pumping... 1,800 Riverside Highland Water Co. — (a) Pumping, Lvtie Creek 1,400 (b) Wells, Santa .Ana River (including water in transit to Corona 3,100 A-2 A-5 21 19, 17, 18 Meek and Daley Canal, delivery to West Riverside Canal. . Riverside Water Co. Canal, City of Riverside, Gage CanaL . Exported to Moreno Valley: Moreno Pipe Line — (a) Surface diversion •6,710 57,000 88,760 700 2,900 89,200 700 (bl Pumping . . 2,900 Run-off to Jurupa Basin: Lytle Creek West Channel, occasional Soods . A-4 3,600 300 66,800 3,600 A-1 Santa Ana River at Colton •7.550 Underflow to Jurupa Basin 67,100 20,000 7.550 20,000 Total escape from Upper Basin. ..... 195,840 137,850 190 DIVISION OF ENGINEERING AND IRRIGATION TABLE 33. SUPPLY TO JURUPA BASIN Drainage index No. Gage station index No. Creek, canyon or area Area, square miles 1926-1927 supply, acre-feet 1927-1928 supply, acre-feet Run-off from Upper Basin: Santa Ana at Colton 66,800 300 20,000 88,760 •7 550 West Channel Lvtle Creek Underflow from Upper Basin 20,000 Imported waters 89 200 38-1 Reche Canyon 11.6 .4 3.6 9.5 7.3 10.5 11.3 7.7 3.7 .3 1.3 1.8 1.1 1.2 .4 .6 .2 .7 .4 .3 99.1 38 175.860 3,480 120 1,000 2,850 2,190 3.150 2,580 1,925 925 60 260 360 220 240 80 120 40 140 80 60 116,750 5 ,38-A Foothills, north of Reche Canyon 3!) 39-1 40-1 41-1 42-1 Box Springs Canyon *4 40 Sycamore Canvon •4 41 Llnnamed Canvon.. . . . . •8 42 Mocking Bird Canvon •32 40- A Foothills, between Sycamore Canyon and un- named canvon . _ . . 30 39-A Foothills, between Recbe Canyon and Box Sprincts Canvon 20 42-A Foothill_ , between Unnamed Canyon and Mocking Bird Canvon 10 43-A Isolated hills west of Colton 43-B Isolated hills, south of Colton - _ 43-C Isolated hills, north of Rubidoux Bridge Isolated hills, north of Rubidoux Bridge... Isolated hills, west of Riverside . 43-D 43-E 43-F Isolated hills west of Riverside 43-G Isolated hills, south of Riverside 43-H Isolated hills, east of Arlington 43-1 Isolated hills, east of Pedley 43-J Isolated hills, west of Arlington 43-K Isolated hiUs, west of Arlington 43 Valley Floor Run-off. _ 8,000 22,000 1,400 Rainfall penetration 4,100 Springs 1,400 Total supply to Jurupa Ba.sin 172.6 227,220 122,363 TABLE 33. ESCAPE FROM JURUPA BASIN Gage station index No. Service area i ndex No. Stream or diversion 1926-1927 quantity, acre-feet 1927-1928 quantity, acre-feet 20 20 18 Exported to Cucamonga Basin: West Riverside Canal, Pcdley-Wineville Region 7,700 7,700 Exported to Temescal Basin: West Riverside Canal, La Sierra Heights Region. Gage Canal — (a) Region west of Arlington •1,150 2,000 •3,570 4,000 1,000 2,000 (b) Corona Region (T. W. Co.) .. .. 3,600 19 Riverside Water Co. Canal, Region West of .\rlington Run-off to Cucamonga Basin: In transit to Lower Basin Santa Ana River at Pedley Bridge l Underflow to Cucamonga Basin, in transit to Lower Basin... Total Jurupa Basin escape 4,000 B-1 10,720 105,000 300 10,600 •47,400 300 123,720 66.000 SANTA ANA INVESTIGATION TABLE 35. SUPPLY TO CUCAMONGA BASIN 191 Drainage indox No. GaKe station index No. Creek, canyon or area Area, sfiuare miles 1926-1027 supply, acre-feet 1027-1028 supply, acre-feet Run-off and underflow, in transit to Lower Basin oscaDine from Juruoa Basin fl 105,300 16,380 7,700 47,700 Imports! from Upper Basin 17,500 Imported from Jurupa Basin 7,700 1 25.0 1-3 1-7 1-10 Channel at steel bridge 15,200 •11,423 1,000 •90 Ontario Power House No. 1 •8,015 Underflow 1,000 E vev Canyon 1.4 .7 1.6 10.3 1-B 27,623 835 210 480 9,105 250 l-.\ Foothills, adjacent to Evey Canyon 1-A Foothills, adjacent to San Antonio Canyon 2 2-1 Channel. 12,350 •72 •2,600 Underflow •72 Foothills, adjacent to Cucamnnga Canyon Deer Canvon 2.1 3.5 2-A 12,422 630 2,672 ID 3-1 3-2 . Channel 3,000 •900 •0 Hermosa Water Co •838 Foothills, adjacent to Deer Canyon 2.8 4.9 3,900 840 838 10 4 Dav Canvon 4-1 4-3 4-7 Channel 5,250 400 1,000 •1.280 Etiwanda spreading (above).. •320 Underflow. 1,000 Foothills, between Deer Canyon and Day Canyon . 2.2 2.9 .4 1.1 1.1 1.8 .8 .5 .8 .7 .1 18.3 4.4 2.0 .5 12.8 268.0 4-A 6,650 660 2,900 100 890 275 1,370 200 262 200 365 25 3,660 880 400 100 2,560 2,600 5-1 10 5 East Etiwanda Creek . •848 5-A Foothills, between Day Canyon and East Eti- wanda Creek 6-1 6 6-A Ingvaldsen Canyon _ Foothills, between East Etiwanda Creek and Ing\'aldsen Canvon •158 7-1 7 San Scvaine Canyon •524 7-A Foothills, between Ingvaldsen Canyon and Hawker Canvon 8-1 8 Hawker Canyon •49 8-A Foothills, between Hawker Canyon and Howard Canvon _ _ 9-1 9 Howard Canvon •144 9-A Foothills, adjacent to Howard Canyon Foothills west of Chino Creek 46-A 46-C Isolated Jurupa hills 46-D Isolated .Jurupa hills 46-E Isolated Jurupa hills 46-B Foothills, west of Chino Creek 46 Yallev Floor . Run-off 10,.300 126,700 Rainfall penetration. . 41,700 Springs Total supply to Cucamonga Basin 371.6 334,817 131,818 Note — These totals include as supply the e.scape from Jurupa Basin, in reality in transit through Cucamonga Basin to Lower Basin. This escape amounted to 105.300 acre-feet in 1926-27 and to 47,700 acre-feet in 1927-28. 192 DIVISION OF ENGINEERING AND IRRIGATION TABLE 33. ESCAPE FROM CUCAMONGA BASIN Gage station index No. Service area index No. Stream or diversion 1926-1927 quantity, acre-feet 1927-1928 quantity, acre-feet Escape from Ju»upa Basin, in transit through Cucamonga Basin to Lower Basin^ 105,300 13,000 31,700 *47,700 C-2 Run-off to Lower Basin: (a) Chino Creek Bridge near Chino (b) Springs and rising water flowing to Lower Basin as deternoined from comoarison of quantities passing Pedley Bridge and U. S. G. S. Station at Prado *6,130 28,770 Total Cucamonga Basin escape -- 150,000 82,600 Note. — These totals include the escape, from Jurupa Basin considered to be in transit through Cucamonga Basin to Lower Basin. Note. — The escape from Cucamonga Basin plus the escape from Temescal Basin equals the U. S. G. S. discharge at Prado plus underflow at Prado. TABLE 33. SUPPLY TO TEMESCAL BASIN Drainage index No. Gage station index No. Creek, canyon or area Area, square miles 1926-1927 supply, acre-feet 1927-1928 supply, acre-feet Imported from Jurupa Basin .. 10,720 •1.294 34,800 1,640 60 40 7,675 10.600 Imported from San Jacinto River *3.027 44 44-1 Temescal Creek. . . -. 115.8 8.2 .3 .2 30.7 55.9 •927 45-A Isolated hills, north of Corona - - 50 45-B Isolated hills, north of Corona 45-C Isolated hills, north of Corona ... . 45-A Foothills adjacent to Temescal Creek 100 45 Valley floor.. .. ... Run-off- 500 9,000 Rainfall penetration 4,600 Springs... Total supply to Temescal Basin 211.1 65,729 19,304 TABLE 33. ESCAPE FROM TEMESCAL BASIN Gage station index No. Service area index No. Stream or diversion 1926-1927 quantity, acre-feet 1927-1928 quantity, acre-feet 33-1 Run-off to Lower Basin: (a) Temescal Creek, occasional floods _. .. 12,000 2,000 (b) Estimated underflow to Lower Basin . 2,000 Total Temescal Basin escape . 14,000 2,000 SANTA ANA INVESTIGATION TABLE i5. SUPPLY TO LOWER BASIN 193 Drainage index No. Gage station index No. Stream, or area .\rea, square milrs 1926-1927 supply, acre-feet 1927-1928 supply, acre-feet Run-off at P'rado •159,000 5,000 3,500 53.600 •79,600 Underflow at Prado. .. .. 5,000 52-.\ Hills North of River 17.6 18.1 85.6 8.8 12.6 12.0 7.8 4.6 6.7 2.6 9.4 37.6 18.6 305.6 52-B Hills South of River 50 Santiago Creek .. . 50-1 50-2 Channel, U. S. G. S Serrano and Carpenter Canal, U. S. G. S Hills adjacent to Santiago Creek •28,700 •3.190 •800 •2,690 50-.\ 31,890 1,750 3,540 2,400 1,560 900 1,350 400 1,400 7,500 3,700 •3,490 49 49^i 48-1 47-1 Carbon Canvon .. 2 48 Brea Canvon, South Fork 109 47 Brca Canyon, North Fork 42 49-.\ Hills, Yorba Linda Region 48-.\ Hills, Near Olinda . 47-.\ Hills, adjacent to Brea Canyon.* 51-.\ Hills, North of Fullerton . . . 53-.\ Run-off : Hills Tustin to El Toro. . . 53-B Laguna Hills . . 51 Valley floor Run-off 13.690 79,200 Rainfall penetration . . , 76,900 Total supply to Lower Basin 552.8 320,380 165,143 TABLE 33. ESCAPE TO OCEAN FROM LOWER BASIN Service area index No. Stream or area 1926-1927 quantity, acre-feet 1927-1928 quantity, acre-feet Run-off to Ocean: Santa .\na River at Santa Ana, U. S. G. S.... Drainage Ditch Drainage Ditch Drainage Ditch Drai nageDitch Drai nage Di tch Drainage Ditch Drainage Ditch Drainage Ditch Drainage Ditch.. Drainage Ditch. .'. Drainage Ditch Drainage Ditch Drainage Ditch Drainage Ditch _ Metropolitan Sewerage System out-fall Run-off to Ocean via San Gabriel River: Brea Creek near Northam Foothill Drain from Fullerton Old .\naheim Channel near .\Iamitos Underflow to Ocean _. Total Lower Basin escape. •67.000 1,000 2,000 2,300 200 200 200 280 2,000 2,000 1,530 b880 b2,040 b4,260 Bl,850 3,600 5,800 300 6.300 8,000 •1,530 •970 •132 •1,035 •108 •1,270 •979 •836 •176 •36 •545 •871 3,600 8,000 111.740 20,"88 194 DIVISION OF ENGINEERING AND IRRIGATION LONG PERIOD RUN-OFF Mean or Average Run-off. To ascertain the mean run-off a sufficient period of years must be taken to cover cycles of wet and dry years. Where actual measurements do not exist, it is necessary to estimate for unknown years. The practice of comparing the known records of run- off with corresponding known records of rainfall and assuming that run-off in the unknown period varied similarly with the rainfall of that period, has not been used in this study. A more accurate result is obtained by comparing the variations of streams with a short period of measurement, with one of a long period of measurement and estimat- ing the record on this relationship. This method has been used in this study. In 1896-97 the U. S. Geological Survey began making measure- ments. Measurements on the adjoining watershed of the San Jacinto began in 1894. The year 1894-9.5 is taken as the initial year for long period run-off computations. This constitutes a period of 34 years. It bridges tlie "critical period" of greatest known sustained deficiency, 1895 to 1902. As afterward shown the mean rainfall for this 34-year period does not materially differ from the mean rainfall for 50 years. The use of the 34-year period permits the estimates to be entirely from stream gagings, and avoids resort to estimates based on rainfall. The Streams Measured. For the first seven years of this 34-year period, the U. S. Geological Survey maintained only the gaging sta- tion on the main Santa Ana River at Mentone with a drainage area of 189 square miles. That is for the first seven years 9 per cent of the total 2050 square miles of watershed was under measurement. In the next 11 years one more stream, the San Antonio Creek, was added, making 10 per cent of watershed under measurement, although some partial records existed elsewhere. In 1912-13 the list was increased by Waterman Canyon. In the following year Lytle, Cajon, Lone Pine and Devil's can^^ons were added, so that in the next period of seven years 16 per cent of the watershed was under measurement. From 1919-20 to date, a period of nine years, the master station in the lower Santa Ana Canyon has been installed, and another registering the waste of the river into the ocean. At the present time the U. S. Geological Survey maintains 15 gaging stations within the watershed. In 1927-28 61 additional stations were installed by this investigation, making possible a close accounting of all waters. The total number of gaging stations operating in 1928 is 77. Index of Run-off. Index of run-off' is defined as the relationship between the run-off any one year and the mean. run-oft' expressed in percentage. Santa Ana River at Mentone. A complete record exists at the U. S. Geological Survey station on the Santa Ana River at Mentone for the years 1896-98 and 1902 to date. These records include the flow in various canals diverting out of the Santa Ana River during this period. During tliis otlierwise complete record there are several short missing periods. The first occurred during January, 1910, and the other during January and February, 1916. Both of these periods have been esti- mated based on a comparison with San Gabriel River. SANTA ANA INVESTIGATION 195 In order to lengthen and complete the record the run-ofif was esti- mated for the years 1894-95 and 1895-96, and also for the period h-om 1898 to 1902. These estimates have been based on the index of run-otf for the drainaue area above Lake Ilemet, which is very similar to that of the Santa Ana River. In order to obtain the natnral run-off as it would have flowed without the Bear Valley Reservoir the record is corrected for the influence of this reservoir. The evaporation in the lake is added, and the storage restored to the period when it was received. These deductions or addi- tions are based on the gage records of storage of Bear Valley Reservoir. The mean run-off of Santa Ana River at INIentone, for 34 years tlius partially estimated, and so corrected for Bear Valley Reservoir stoi-age, is 75.900 acre-feet. During this jieriod the maximum year of run-off was 1915-16 with an index of run-off of 370. The minimum occurred in 1898-99 with an index of run-off of 21. The year 1926-27 with a run-off of 112.000 acre-feet has an index of run-oft' of 147. While the index of run-oft* is not large, yet the peak discharge was the second largest during the period of record. The index of run-off for 1927-28 has been estimated at 34, giving a run-off of 25,800 acre-feet. Relationship Between 34 and 50-Year Periods. In order to deter- mine the relation.ship of the past 34 years of actual record as compared Avith the 50-year period as published by the state in Water Resources Jjivestigation (1924) Bulletin 5, the following study has been made. To the table of index of seasonal wetness (1871-1921) has been added the last seven years of rainfall using the same system as employed by the state. The table of index of run-off (1871-1921) has also been carried up to date in order to make the comparisons. A correction has been made to the state's record for 1915-16 due to the probable underestimate of the storm run-oft' for that year on the Santa Ana River at Mentone as given in Bulletin 5. The following tabulation shows the comparison between the means for various periods expressed in seasonal index of wetness and index of run-off. Period Length of period Index of wetness Index of run-off 1871-1921 50 year 57 year 50 vear 34 year 100 100 100 99 AlOl 1871-1928 99 1878-1928 99 1894-1928 97 A Due to correction made to records for 1915-16. The mean has been increased 1 per cent above that publi-shed in Bulletin No. 5. Other Measured Streams. Besides the record on the Santa Ana River at Mentone, there are three other records of considerable length. The most complete record of these three is that of the San Antonio Treek near Claremont which has been maintained since 1901. During tliis period there are four years of missing record, namely 1902-03, li)04-05, 1909-10. and 1915-16. The first three years average about 10 i)er cent below normal, wliih' that of 1915-16 was one of the wettest vears on record. 196 DIVISION OF ENGINEERING AND IRRIGATION The other long period records are those on Mill Creek near Crafton- ville and Lytle Creek near Fontana. Both of these records are very incomplete, Mill Creek having but 14 years of complete record and Lytle Creek 13 years. The remaining measured streams of the watershed have but eight to 10 years of record. Method Used in Restoration of 34- Year Record. The guide stream adopted is the Santa Ana River at Mentone. The last 10 years show a substantial agreement with the other streams of the basin with the exception of San Antonio Creek. The discharge of every measured stream was plotted for each year of its record, against each year's discharge of the Santa Ana River at Mentone (corrected for Bear Valley storage) and a curve was platted defining the relationship. The curves are shown on Plate 10, page 198. These curves were used to reproduce the records for the unmeasured seasons of partially measured streams. Curve A was used for unmeasured foothill drainage Nos. 36-A, 35-A. Curve B was used for unmeasured foothill drainage Nos. 13-A, 21-A, 22-A, 26-A, 28-A, 29-A, 30-A, 31-A, 32-A, 33-A, 34-A, 38-A, 1-A, 2-A, 3-A, 4-A. Curve C was used for unmeasured foothill drainage Nos. 44-A, 45-A, 45-B, 45-C, 5-A, 6-A, 7-A, 8-A, 9-A, 10-A, 37-A, 37-B, 37-C, 37-D, 39-A, 40-A, 42-A. Curve D was used for unmeasured foothill drainage Nos. 43-A, 43-B, 43-C, 43-D, 43-E, 43-F, 43-G, 43-H, 43-1, 43-J, 43-K, 46-A, 46-C, 46-D, 46-E, 46-B. Curve E was used for unmeasured foothill drainage No. 12-A. Curve F was used for unmeasured foothill drainage Nos. 49-A, 48-A, 53-A, 53-B, 52-A, 52-B, 50-A. Curve Gr was used for unmeasured foothill drainage Nos. 47-A, 51-A. Curve H was used for unmeasured mountain areas of Reche, Unnamed and Mockingbird canyons. Curve I was used for unmeasured mountain areas of Colwell, Medlin, Kimbark, East Kimbark, Unnamed, Oak, Morton, Box Springs, Syca- more, Hawker and Howard canyons. Curve J was used for unmeasured mountain areas of Ames, Cable, Bishop, Little Sand, Sand and Reservoir canyons. Curve K was used for unmeasured mountain areas of East Highland Storm Drain, Spoor, Ward and Evey canyons. Curve L was used for unmeasured mountain areas of Ingvaldsen and San Sevaine canyons. Curve M was used for unmeasured mountain areas of East Etiwanda Creek. Curve N was used for unmeasured mountain areas of Day and Deer canyons. Curve was used for unmeasured mountain areas of Temescal Creek. Curve P was used for unmeasured mountain areas of Cucamonga Creek. Curve Q was used for unmeasured mountain areas of Carbon and Brea canyons. Curve R was used for unmeasured mountain areas of San Timoteo Creek. SANTA ANA INVESTIGATION 197 Table 34, page 199, shows the application of this method for the group of streams having records of considerable length. The quantities marked by * are known measured quantities, the others are restored. Table 'So, page 200, shows the estimated "supply originating locally in each basin." The last column is the total water received annually from all sources over the entire watershed. The detail computation of Table 35 consisted in arranging the sources into six groups; the measured streams as shown in Table 34, page 199, the unmeasured streams being those with less than two years of record, unmeasured foothill areas and isolated hills, run-oft" within the valley floor, rainfall jienetration on the valley floor and underflow. The values estimated from Phite 10, page 198, were assigned to each group as applicable. Kainfall penetration and underflow were taken as explained in Section 4, page 152, and Section 7, page 180. The run-off w-ithin the valley floor was taken as varying with the rainfall. In general it w'as estimated to begin at 14 inches of raiji. reaching 60 acre-feet per square mile with 23 inches of rain, and 100 acre-feet per square mile with 29 inches of rain. 198 DIVISION OF ENGINEERING AND IRRIGATION 1800 l?00 1000 Plate lO Santa Ana iNVTisTiaATiON RuNOrr Curves Unmeasured Mountain Streams & roOTMILL AREAS Letters 'A' (o"G'Bre Foothill Areas Letters 'ti'lo'R'arc Mountain Streams 1 ' 1 1 1 ) roOTMILL AREAS ^ ^ ^ ..^^:^ ^ ^ - ^ ^ ^ j- ^ ^ ^ ^' ^ ■^ J^ V , .-' aoo 700 600 500 400 300 200 100 5 , ^ ^ ^ ^^-^ \^ ■^ '' k. ,-• -r^ '^ >^ ■^ -^ ^^^ ^ W' --- '' i ^ ^ :>- ^ ^^ ^ .^-^ ^ ^ ,--' ' 1 ^ -^ -^ ^ -' ^ ^ ^ ^ ,--' — ^' , -^ ^<^^ ^ ^ ,.. ^ _/ <: ^ ^ ^ -^j,,- ^ --• ^1 --- --' < z ^ ^ ^ ^ -^ '- r^ -^ -"^ >9C^ Pit* < Irl /<> r^ ^ ^ -'' ^ -;:::, _-- — • '"' ^ ^ ^ ca^ 'l^ L^ i::^ :^ -^ ,. "t" ^ /j ^ ^^ "- 5ANTA Al >J« R vcn NEAR M ENTONC IN PCRCCNTAGE '' NORMAl 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 «( 2000 1800 1600 1400 1200 1000 / / . ] MOUNTAI N AFi tEAS / / ■ / / '' / ?/ / ^ ' / / y ^ N ame •tif.r ) Li «s are for Stn :arn > on wh 1 ch USil iS / / / y / / G agin L alto prt ns ' .ine. avc bee arefo 1 MainT • Ur^me isured ^urttair / /^

/. ,.-- ,^ ^ y / / /, / / /. ■ ti^ u '' pfn' ^ ^ a. / / / A-- i^ *• fiT' t^ ^ ^ / / y / /:- ,^' J^ ^ >^ ^ ^ ^ kJ > / /- / /• /y .'- ^ ^ ^ ^ ^ ^ < 7 / ^' X^ .' .,-- ■" ^ ^ ^ ^ V ^ /. K^' / v / \y. ^ ^1' L^ ^ ^ Z / k ^'' Z' 7^ X ■r^ , ^ ^ ^ -^ ^ A- -> -<'. 800 700 600 500 400 300 200 100 ^ // ^'' / /> --' .^ ^ /" ^ f^ ^ ^ ^ 5^ ^ J^ 8 ■«< — u to /> / / A :^' .'- ^ ^ s^ -/ --^ ^ ^ '^ s'lP^ >- -^ // /■ / ^ y-'- #!^ ^ ^ ^ ^ ^ -^ ^ " .^ // 7^ > P ^ ^ -^ ^ ■^ ■^s STS / k 2^ l>^ ■^ ;:T- :^ ^ r^:;^- ^ S :::: ^ :=^ ^ ^ r;; s«nt«am; , RIVER H :a« MEN TOM '. IN n-oc ■NTft sc or NO RMAL 25 JO 75 DO C5 150 175 200 225 250 275 300 3 25 350 375 « » SANTA AXA INVESTIGATION 199 Santa Ana river at Santa Ana OOOOOOOOOCOOOOOOOOOOOOOOOOOOOO'fOOO O O O O OOOOOOO OOOOO OOO'-CfMI-OOM O C^ — CM -^ — CM 1ft * CO* • ^CO« o o o o' Santa Ana river near Prado (b) oooooooooooooooooooooooooooooooooo OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOCJOO 0_ 0_ O^ O « CM o_ o_ o_ « o^ o^ o_ o^ o^ o_ o_ o o o o_ o o^ o_ o o -»•_ o o o o o^ o «o_ ic »c ^-* 00 rC c-;' cm" o* o* :c* cm' CO o' ift o* fo* r^* r^' c' »c r:' i:c »o* ooooc^oooooooioocMcD"OOdcor>-ooc:ioo*ooto*rt-oro — O'^ooo^ior^ CM <-H « « CM CO ^ — ^ ^ ,-,CM '■t ^ — — ^ — CO — ^-» — — • o § 00 Warm creek near Col ton (B) oooooooooooooooooooooooooooooooooo oooocooooooooooooooooooooooo»cooooo QO_ O CM o o^ o_ -^^^ o^ ■* o o_ c^i o o_ o_ ■*, CM_ o_ o oo_ o_ c:_ CM -r -^_^ o — -^^ — (M_ CC t-^ ^^ iC CO o' cm' ^ o* o' ^ o' o' CM* oc »c u^' c^f oT — ' co' CO* c* oo' CD lO CD — ' -f* CC CD uo CD* oo' c;' c-i ^ — * 00'^:D'^'^'^»CTrcD'^4Ci^00eccct^t^ic^cct-c;:Dr-»c:c»ccocD»o-fiC'C-i' o o CO c" to Mill creitk near Craflon- ville (A) OOOOO ooooooooooooooooooooooooooooo oooooooooooooooooooocooooooooooooo 0__COeO 0_^CM_Tf CC 00^»ft^O_CD «T O O CM_0^cr' irt O O O CC 00 00_CC C5CM CM »C CM Cr:_-f_00_ eo' — * oo' CO* t^' t^' o' o' crT — * cd' rC cc cd cd t^* o' aC \fi o' r-' a-' o' co' r*" ^' co' oo' ■^* r*' cm — ' oo' co' 0-*CM— . CM — CM^CMCO-*CMCCCOt^^^'»r*ftOeOCO^C001^-CM^ — C-1CO-M § cc Plunge creek near Kast High- land (a) OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO OOO OOOOOOOOOOOOOOOOOOOOOOOOOOOOO'- — -*■ oo « CM coco— i^ict^occiif; CD 'Tf ic — c^ CD -* OO r- r- oico 00 o CO i^_ CO co_ CD t-- en -^j"" wj"^' co' lO TT ^'^d^■v*tV^•*'c^^<^^'--'oc'cM'cD'lio'^»'cM'cD"Tf<'oo'-^^ CM*— ic co'* — ^ ^ ^CM „ « o City creek near High- land (a) oooooooooooooooooc: — oooooocoooooooo oooooo~c:oc-ooooooc:c:c-~oooooooooor-~ico»o t^r-OC^CDr-CDi.O-rcr'»r^OC:^'^»CcC>CCO~— OOOCD-*"CDC". t-OCO-fcDiCcD'— D". oo' cm' oo' CO — ' — Lo" c^' 00* ■* O' CO* *ri iC* »C* cm' — u:;' oo* »C rt-' '^' CM* rf' co' — CO* — — C^' CO* — o Water- man Canyon near Arrow- head Springs OOOOO COOOOOOOOOOOOOOOOOOOOOOO-^iOOOm lCOOCMOOdOIC^lC'^CMCOOOiCtD-^CO o_'-!j' o_»ocM e-' co' t^' -r — ' ro' -r o' ic cc — * co" co' -^' oo' o' — ' f' c' o' co' c i o' oo* c:' a:' — »c U5CMCCCM — — •^rCMCDC'lcCCiCDcDOOQCO-fCOOCOOOr^OOCOOO»ODlCOCOC^J''f— -CI M • • * • • — — # • • — • • # —CM* • • * • — •• * ♦ • — # • • • • • « o t 1 1 1 1 I 1 1 > 1 1 i ' < 1 < 1 1 1 I 1 1 1 1 1 1 1 » lilt ) ( ( t 1 1 ( 1 1 1 1 t 1 ( 1 1 1 1 < 1 • t t 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 ■ t 1 1 i 1 t f 1 i 1 1 1 t 1 1 1 1 ) 1 1 1 1 t 1 1 1 1 * t 1 1 1 1 1 1 1 t 1 1 ( 1 1 1 1 1 1 1 1 1 t 1 t 1 1 1 1 1 1 I I 1 1 1 1 1 > 1 1 t > 1 t i 1 . 1 I t 1 t ) * • < ( 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I ■ 1 1 1 1 1 1 1 1 1 ■ t 1 1 1 i 1 1 1 1 1 I t I i > « I t 1 1 ■ t t ( 1 1 1 1 1 ( 1 1 »c«or^QOC50 — CMco-fioccr^oociO — c^ieo'^iocot^oooo — C'lcO'^tocor^oo CiOaClDlOlOQOOOOCppp — — — — — — — — — — C» CI C»C» CI CMCMCMCM •*r »o CD 1^ oc £. o — rj CO ^ ij^ ^ r- gc r;. o — c-i CO -^ »c cc r-. oo c- o — c^i CO "^ iC cc 1^ 00 00 OD 00 oc 5c ^ d: D- ^ 3i. d: ?. D. c; ?- cr. Di C Di C D: C C". c ^. c; cr. D- C". DV — . o; OS n o ~ a IS ._-g o > u. 2CLi btCC t. 2^-o 14—63685 200 DIVISION OF ENGINEERING AND IRRIGATION TABLE 35. ESTIMATED SUPPLY ORIGINATING LOCALLY IN EACH BASIN IN ACRE-FEET FOR 34- YEAR PERIOD Year 1894-95 1895-96 1896-97 1897-98 1898-99 1899-00 1900-01 1901-02 1902-03 1903-04 1904-05 1905-06 1906-07 1907-08 1908-09 1909-10 1910-11 1911-12 1912-13 1913-14. 1914-15 1915-16 1916-17 1917-18 1918-19 1919-20 1920-21, 1921-22 1922-23 1923-24 1924-25 1925-26 1926-27 1927-28 Mean.. Index of run-off 203 33 86 38 21 22 62 31 90 32 81 162 217 79 113 114 134 58 44 124 182 370 93 111 52 106 71 254 80 51 39 65 147 34 100 Upper Basin 474,000 73,100 203,000 82,000 51,200 52,200 157,000 68,900 215,000 70,801) 217,000 366,000 496,000 191,000 262,000 249,000 335,000 134.000 96.400 352,000 405,000 868,000 203,000 235,000 115,000 254,000 169,000 619,000 177,000 111,000 83,000 184,000 326,000 94,000 235,000 Jurupa Basin 76,800 3,300 29,000 3,950 2,700 2,700 27,600 3,150 33,900 3,200 46,800 61,200 91,200 20,000 38,400 25,800 39.200 8.100 5,400 59,600 65.700 140,000 16.000 20,200 6,700 45,500 25,600 115,000 13,900 6,800 4,200 41,900 51,350 5,600 33,500 Cucamonga Basin 205,000 13,200 79,800 15,500 11,800 12,800 78,600 12,600 86,500 13,900 140,000 169,000 231,000 60,600 114,000 76,600 98,200 28,000 18,700 168,000 158,000 298,000 44,900 54.000 22,000 126,000 72,400 304,000 39,700 20,800 14,700 121,000 205,000 58,900 93,300 Temescal Basin 67,100 800 15,400 1,200 350 450 7,800 700 16,800 800 20,900 50,600 81,600 12,900 26,800 27,200 36.000 5,400 2,750 34,400 72,200 188,000 18,300 25,500 4.000 24,000 10,300 125,000 13,500 3,900 1,750 14,100 53,700 5,680 28,800 Lower Basin 116,000 1,600 25,900 2,300 700 950 34,000 1,600 47,400 1,600 89,900 148,000 222,000 14,200 51,600 30,900 37,000 9,050 4,050 94,700 126,000 246,000 19,200 25,400 7,150 24,200 12,100 201,000 13,600 6,450 2,640 23,600 156,000 80,500 55,300 Total 939,000 92,000 353,000 105,000 66,800 69,000 306,000 87,000 400,000 90,300 515,000 795,000 1,122,000 299,000 493,000 403,000 545,000 185,000 127,000 709.000 827,000 1,740,000 301.000 360.000 155.000 474,000 289,000 1,364,000 258,000 149,000 106,000 385,000 782,000 245,000 446,000 TABLE 35 A. ESTIMATED SUPPLY ORIGINATING LOCALLY, SEGRE- GATED BY SOURCE OF INFORMATION AND AUTHORITY The 34-year mean given in Table 35 above is made up of the following, in round numbers: 12 mountain streams, measured for long period by U. S. Geological Survey, expanded as shown in Table 34, (not subject to much personal equation) 35 mountain streams, measured by state for one year, exoanded for unknown years by methods stated in text with curves of Plate 10, page 198, (largely an estimate) 62 separate foothill and isolated hill areas, estimated from curves of Plate 10, (an estimate) . 5 instances of underflow not included in gaging records, (estimated from underflow formula). 12 springs, (from various records) Total designated as mountain and hill run-off both surface and subsurface. Valley floor of the five basins : Local run-off (an estimate) Rainfall penetration as calculated in section 4, page 152, (an estimate) Total estimated supply of all kinds of the watershed- Drainage area, square miles 490 372 335 1.197 853 2,050 Mean, acre-feet 195,000 52.000 57.000 16,000 3,000 323,000 13,000 110.000 446,000 Inputs and Escape, 15-year Period. The preceeding Table 35 shows Ihe estimated supply originating in each basin over a 34-year period. In further detail analysis the past 15-year period only has been used, the period from 1913 to 1928. This period is used because within it the hydraulic data is more complete and the objective is to determine liow storage has been functioning subsequent to the years 1915 and 1916 when general recharge occurred. SANTA ANA INVESTIGATION 201 III the following tabulations the assumi)tion is made that: The input to each basin is the historical supply originating in each basin either measured or estimated, together Avitli the waters addition- ally onterintr the basin by natural channels originating in basins above, together with importations into the basin as ot" 1!>2S. The escape from each basin is the historical outflow either measured or estimated, together with exportations as of 1928. The consumptive use and natural losses are taken as of 1928. This assumption is made because no determination of the consumptive use and natural losses in other years is available. It is obvious that the irrigated acreage was less in 1913 than in 1928 and presumably the consumptive use. On the other hand the natural losses and the waste into the ocean may have been compensatingly larger. The results shown in the following tables 36 to 42 represent, then, an historic situation, subject to the assumption that importations, exporta- tions and consumptive use were as of 1928. The purpose of Tables 38 to 42 is to show as near as may be, what must have been the maximum storage, largely in gravels, during this period. The maximum storage attained, is estimated from these tables as follows: In Upper Basin 585.400 acre-feet, in Jurupa Basin 115.200 acre-feet, in Cucamonga Basin 345.200 acre-feet, in Temescal Basin 127,000 acre-feet and in Lower Basin 350,700 acre-feet, a total of 1,523,500 acre-feet for the entire watershed. TABLE 36. ESTIMATED INPUT TO EACH BASIN In acre-feet (The quantity of water reaching each basin, being the sum of waters originating locally together with waters originating above yet entering the basin, including importations as of 1928) Year Upper Jurupa Cuoamonga Temescal Lower 1913-14 352.000 405,000 868,000 203,000 235,000 115,000 254,000 169,000 619,000 177.000 111,000 83,000 184,000 326,000 94,000 279,500 204,000 241.000 498,000 155,000 173,000 124,000 182,000 143,000 349,000 146,000 126,000 116.000 180.000 227.200 122,400 198,900 273,000 299,000 647,000 144,000 170,000 94,000 222,000 152,000 518,000 136,000 97.000 78,700 214,000 334,800 131,800 234,100 46.000 84.200 200.000 30.300 37.500 16.000 36,000 22.300 137.000 25,500 15.900 13.700 26.100 65.700 19.300 51.600 255 000 1914-15 340 000 1915-16... 707 000 1916-17 169 000 1917-18 202 000 1918-19 114 000 1919-20.. 168 000 1920-21 133 000 1921-22 511000 1922-23 159 000 1923-24 116 000 1924-25 88 600 1925-26 1926-27 141,000 320 400 1927-28 Mean 165,100 239,300 'J02 DR^SION OF ENGINEERING AND IRRIGATION TABLE 37. ESTIMATED ESCAPE FROM EACH BASIN In acre-feet (Escape is the sum of the exportations as of 1928 and the natural outflow from each basin) Year Upper Jurupa Cucamonga Temescal Lower 1913-14.. 165,000 196,000 379,000 160,000 174,000 138,000 157,000 138,000 255,000 153,000 140,000 133,000 159,000 195.800 138,000 178,700 95,100 131,000 339,000 89,000 106,000 62,100 86,100 69,900 204,000 86,100 69,400 57,600 86,400 124,000 66,000 111,400 146,000 189,000 403,000 141,000 163,000 105,000 132,000 112,400 267,000 138,000 108,000 84,000 113,000 150,000 82,600 155,600 14.000 25,000 58,000 9,000 14,000 2,000 12,000 8,000 43,000 7,000 2.000 2,000 4,000 14,000 2,000 14,400 47,700 1914-15 85 700 1915-16 321 000 1916-17 -- 38.700 1917-18 -- -- 53 100 1918-19 20.500 1919-20 __ 39.600 1920-21 22 7U0 1921-22 162.900 1922-23 23.500 1923-24 22 200 1924-25 - 20.700 1925-26.. 42,400 1926-27 - 111,700 1927-28 Mean .. 20,100 68,800 Note. — The waters of the Santa Ana River from where it leaves Jurupa Basin at Pedley Bridge to where it enters Lower Basin at Prado is taken as flowing within Cucamonga Basin. Tables 38 to 42, pages 202 to 204, are studies to determine the storage (largely in gravels) eifective during the last 15 years. These tables are based on Tables 36 and 37. Columns 1 and 2 are the result of subtract- ing escape (Table 37) from input (Table 36). Columns 1 and 2 show that portion of the water annually retained in the basin or indicates a deficiency. They represent water used consumptively and water stored. Column 3 is the estimated consumptive use. Columns 4 and 5 show the residual storage increase or decrease. Column 6 is the accumulated reservoir and gravel storage. TABLE 38. ESTIMATED RESERVOIR AND GRAVEL STORAGE— UPPER BASIN In acre-feet 1 2 3 4 5 6 Year Retained annually in basin Consumptive use and nat- ural losses as of 1928 Resulting storage .Accumulated reservoir and gravel storage Gain Deficiency Increase Decrease October 1, 1913 Accumulated storage assumed 100,800 100,800 100,800 100,800 100.800 100.800 100.800 100,800 100,800 100,800 100,800 100,800 100,800 100,800 100.800 to be 86.200 108,200 388,200 1913-14 187,000 209,000 489,000 43,000 61,000 86,200 1914-15 194 400 1915-16 582 600 1916-17 57,800 39,800 123,800 3,800 69,800 524 800 1917-18 485 000 1918-19 23,000 361 200 1919-20 97,000 31,000 364,000 24,000 357 400 1920-21 287 600 1921-22 263,200 550,800 1922-23 76,800 129,800 150,800 75,800 474 000 1923-24 29,000 50,000 344,200 1924-25 193 400 1925-26 25,000 130,200 117,600 1926-27 29,400 147,000 1927-28.... 44,000 144,800 2 200 Note. — This table does not include the reservoir or gravel storage in the Yucaipa and Beaumont Valleys. SANTA ANA INVESTIGATION 203 TABLE 39. ESTIMATED RESERVOIR AND GRAVEL STORAGE— JURUPA BASIN In acre-feet 1 2 3 4 5 6 Year Retained annually in basin Consumptive use and nat- ural losses as of 1928 Resulting storage Accumulated reservoir and gravel storage Gain Doficiciicy Increase Decrease October 1, 1913... . - Accumulated storage 87.500 87.500 87.500 87.500 87.500 87.500 87.500 87.500 87,500 87,500 87.500 87.500 87.500 87.500 87,500 assumed 21,500 22,500 71,500 to bo 1913-14 109.000 110.000 159,000 66,000 67,000 61,900 95,900 73,100 145,000 59,900 56.600 58.400 93,600 103.500 56 400 21 500 1914-15 44 000 1915-16 115 500 1916-17 21,500 20,500 25,600 1)4 000 1917-18 73 500 1918-19 47 900 1919-20 8,400 57,500 56 300 1920-21 14,400 27,600' 30,900 29,100 41 900 1921-22 . 99 400 1922-23 .... 71 800 1923-24 40 900 1924-25 11 800 1925-26 6,100 16,000 1 7 900 1926-27 . 33 900 1927-28 31,100 2,800 TABLE 40. ESTIMATED RESERVOIR AND GRAVEL STORAGE— CUCAMONGA BASIN In acre-feet 1 2 3 4 5 6 Year Retained annually in Basin Consumptive use and nat- ural losses as of 1928 Resulting storage Accumulated reser voi r Gain Deficiency Increase Decrease and gravel storage October 1, 1913 .\ccumulated storage as- 78,500 78,500 78,500 78,500 78.500 78,500 78,500 78,500 78,500 78.500 78,500 78,500 78,500 78.500 78,500 summed to be 48,500 31.500 165,500 1913-14 127,000 110.000 244.000 3,000 7,000 48,500 1914-15 80,000 1915-16 245.500 1916-17 75,500 71,500 89,500 38,900 178.000 1917-18 . . 98.500 1918-19 11,000 9.000 1919-20 90,000 39,600 251,000 11,500 20.500 1920-21 -18.400 1921-22 172,300 154.100 1922-23 2,000 11,000 5,300 80,500 89,500 83,800 73,600 1923-24 -15.900 1924-25 -99.700 1925-26 101,000 184,800 49,200 22,500 106,300 -77.200 1926-27 29,360" 29.100 1927-28 —200 204 DIVISION OF ENGINEERING AND IRRIGATION TABLE 41. ESTIMATED RESERVOIR AND GRAVEL STORAGE— TEMESCAL BASIN In acre-feet 1 2 3 4 5 6 Retained annually in Basin Consumptive use and nat- ural losses as of 1928 Resulting storage Year Accumulated reservoir Gain Deficiency Increase Decrease and gravel storage October 1, 1913. Accumulated storage as- 37,200 37,200 37.200 37,200 37,200 37,200 37,200 37,200 37,200 37,200 37.200 37.200 37.200 37,200 37,200 snmed to be. 1913-14 32.400 59.200 142.000 21,300 23,500 14,000 24.000 14.300 94.000 18.500 13,900 11,700 22,100 51,700 17,300 4,800 -4 800 1914-15 22,200 104,800 17,400 1915-16 . 122 200 1916-17 . 15.900 13.700 23.200 13.200 22,900 106 300 1917-18- 92 600 1918-19- 69.400 1919-20 56 200 1920-21 33 300 1921-22 - 56,800 90.100 1922-23 .. 18,700 23.300 25.500 15,100 71 400 1923-24 48 100 1924-25 - 22 600 1925-26 7 500 1926-27 .. 14,500 22 000 1927-28 19,900 2,100 TABLE 42. ESTIMATED RESERVOIR AND GRAVEL STORAGE— LOWER BASIN In acre-feet 1 2 3 4 5 6 Year Retained annually in Basin Consumptive use and nat- ural losses as of 1928 Resulting storage Accumulated reservoir Gain Deficiency Increase Decrease and gravel storage October 1, 1913 Accumulated storage as- 170,500 170,500 170,500 170.500 170.500 170.500 170,500 170,500 170.500 170,500 170.500 170.500 170.500 170,500 170,500 sumed to be. 36,800 83,800 215,500 1913-14 207,300 254.300 386,000 130,300 148.900 93,500 128,400 110,300 348,100 135,500 93,800 67,900 98,600 208,700 145,000 36,800 1914-15 . 120 600 1915-16 ... 336 100 1916-17 41,200 21,600 77,000 42,100 60,200 294 900 1917-18 273,300 1918-19 196 300 1919-20 154 200 1920-21.-- 94,000 1921-22 . . - 177,600 271 600 1922-23 35,000 76,200 102,600 71,900 236 600 1923-24 159,900 1924-25 57,300 1925-26 -14 600 1926-27 38,200 23 60' 1927-28 25,500 -1,90 SANTA ANA INVESTIGATION 205 ESTIMATED ESCAPE OF UNDERGROUND AND SURFACE WATERS INTO THE OCEAN Surface Escape of Santa Ana River. The major portion of the run- off of the Santa Ana River entorintr the sea is measured at U. S. Geoloirical Survey Fifth street fia,uin (0 (Q (V (M N t^J N tn T <» ■* in r~^ COR-jiSAand T[5TM0Lt-l09 1 fcDR-2e9 \ / COR-290 I. II X) cnoa-^oioj^ioco — -^cn — cn ,'^CDR-?65-c ' COR-285 u -J O r H H U- O UJ _J ID < ° s UJ O — lO tn rO tD OJ (M O CM ^ lO 1 1 TEST hOLC-108 COR-288 / // 4 e- —H— COR-281 Distance to Water — O CD a> O O O — lO CO — — CJl CT> C*i o , , , , ~ / i^ COR-331 / Santa Ana Investigation HvDHooRAPMic Profile or SECTION NEAR Mouth of Santa Ana River 1328 _ _ 1 1 J j h 7 / # COR-329 / TEST /noil -25 f / 1 1 1 1 t / COR- iia f o o (\J o o Elevation above Sea Level in Teet (U.S.G.S.) SANTA ANA INVESTIGATION 213 SEWAGE UTILIZATION FOR IRRIGATION The city of Los Aiigelos maintains an outfall sewer discharging into the ocean at Hyperion on Santa Monica bay. This is distant 2-i miles from the Orance County line in an airline. The quantity for the fiscal year 1927-28 is an average of 86,000,000 gallons daily, or 132 second-feet, or 95,000 acre-feet. The Los Angeles County Sanitation District maintains a plant six miles west of Long Beach. The quantity of sewage is 3,500,000 gallons daily, or five second-feet, or 4000 acre- feet. The joint sewer project of Orange County, as of today, discharges an average of seven second-feet, or 5000 acre-feet into the ocean. In the present state of the art, the opinion is that the cost of treat- ment sufificient to comply with the minimum requirements of the State Board of Health, combined with cost of distribution, is so great that treated sewage can not compete with ordinary well sources for irriga- tion. That is, the financial side is considered to be conclusive, irrespec- tive of technical considerations. From the financial standpoint it is indicated that the interest on the first cost, or plant investment for activated sludge treatment, plus the operating cost, would amount to $20 per acre-foot. To this would be added the cost of pumping and the interest on the cost of pipe lines to convey the treated effluent from the plant to the irrigated lands. If this conveyance charge be arbi- trarily taken at $20 per acre-foot, the cost of treated effluent delivered would reach $40 per acre-foot. This illustrates the financial side of the question. On the technical side present practice provides screening for solids, resulting in a removal of 5 to 15 per cent. Activated sludge treatment removes 99 per cent of the organic matter, but leaves in solution prac- tically all the mineral salts. For use for irrigation, health regulations may require chlorine treatment for removal of pathogenic bacteria. While these processes are known to be elTective in preparing sewage for disposal in the usual ways without causing a nuisance, nevertheless at this time it cannot be said that the art of sewage disposal has advanced to the point that the effluent is equivalent either pathogenically or chemically of a fresh water sui)ply. This is the technical attitude. Political, legal and social considerations are obviously inherent in this problem. Any action regarding the use of the sewage of one com- munity by another requires the joint action of the governing bodies of these communities. The responsibility as to public health can not be avoided. If, as is possible, deleterious minerals are introduced into the ground water, damage might arise with a new responsibility for pollu- tion, irrespective of compliance with .sanitary laws. 214 DIVISION OF ENGINEERING AND IRRIGATION PROPOSED LOS ANGELES-COLORADO RIVER AQUEDUCT PROJECTt ******* Los Angeles now has a population of 1.280.000. and has been growing at a rate which has averaged over 70.000 inhabitants per year for the last 10 years. A careful investigation of its present water resources shows that it will reach the limit of its supply within 10 years. Also, in the vicinity of Los Angeles are many suburban cities, .some of which are increasing in population with an even greater rapidity than that city itself. Some of these cities even now feel the pinch of water shortage, and many of them see the limit of their water supply being reached within a comparatively short period of time. In order that these smaller cities may participate in the rx)s Angeles-Colorado River project, an Act providing for the formation of metropolitan water districts for the purpose of developing, storing, and distributing water for domestic purposes, was recently passed by the legislature of the State of California. Fnder this act such a district may be formed of the territory included within the corporate boundaries of any two or more municipalities. * * * * * * * A route originating 15 or 20 miles above Blythe. California, has been favored by Mr. Mulholland (chief engineer and general manager of Los Angeles Bureau of Water and Supply). This route has many attractive features, and most of it can be constructed with little difficulty. It has been surveyed and examined in greater detail than any other of the routes proposed. Commencing with an intake approxi- mately due east from Los Angeles, and at practically the nearest point on the river to that city, the route skirts the southern end of the Maria ^Fountains in Riverside County. California, for a distance of from 10 to 15 miles. Then by successive lifts and grade conduits, alternately, the line is to be carried to the divide between the Colorado River ISasin and the Coachella Valley of California. This divide is locally known as Shaver's Summit. The total difference in elevation to be overcome in reaching Shaver's Summit is about 1400 feet, to Avhich must be added friction head. This would be accomplished in the first 75 miles of aqueduct. In order to overcome this difference in head with the least construction and operating difficulties, the lifting will be done in five stages. From Shaver's Summit to the end of the route, no further pumping will be required. Between Shaver's Summit and Los Angeles, it will be necessary to construct approximately 35 miles of concrete lined tunnels along the southwesterly face of the Little San Bernardino ^lountains. There will also be a long tunnel under San Gorgonio Pass, varying from 13 to 27 miles in length, depending on its exact location, which has not as yet been fully determined. From the westerly ijortal of this tunnel, grade conduit and tunnels will complete the line to Los Angeles. Along the river front and parallel with the easterly portion of this route are extensive gravel deposits, where it is believed that a sufficient (piantity of clear water for the first few years of operation of the aqueduct can be obtained, either by means of the construction of a large infiltration channel below the water plane, or by pumping from wells suitably placed, or by both. The adequacy of these gravels as a preliminary source of supply is to be thoroughly tested by pumping from a two-mile section of full sized infiltration canal, and from wells drilled at various points along the river front. L'p to the present time about three-fourths of the length of the canal has been excavated, and 12 wells have been drilled to depths varying from 60 to 200 feet. As a result of the construction of a high dam either at Black or Boulder canyon, it is believed that when a greater supply is needed, the river will be sufficiently desilted at the proposed i)oint of intake to permit of its being pumi)ed directly into the a(|ueduct. If. however, this is not the case, it can readily be rendered clear and potable by the usual methods of mechanical filtration. * * * >ii * * * In operating an aqueduct of this charactei; the main item of cost is that of the power necessary for pumping. To date this latter cost has not been fixed, although for the purpose of carrying on economic studies, it has been assumed that power t Extract of a paper prepared by Mr. E. A. Bayley, Assistant Engineer for Mr. H. A. Van Norman, Assistant Chief Engineer and (Jeneral Manager of the Bureau of Water Works and Supply of tlie Department of Water and Power of the city of Los AngflfS, presented at the Irrigation Division Meeting of the American Society of Civil Engineers, Denver, Colo., July 14, 1927. SANTA ANA INVESTIGATION 215 will l)t' ;i\ail:ilili' ;it the I'litc o( llirce mills per kilnwntt hour. 'Piiis pi'ico is one I'dt wliicli it is cstiiiiMtnl iiowci' ciiu be sold nt the switclihoiird of n power pliiiit situiitt'd oitliiM- iit Boulder or I'.hick ('miivoii d;mi sit<>s. with a djini constructed 000 feet in hei;;lit ahove the hiw water level of tiie river. In all studies due credit is ^ivcn to an estimated i)ossil)le income dei-ivcd fi-om the sale of return power at the westerly end of I he proiiosed aciuediict. wliercncr head is availalilc for that purpose. As to the ([iiantity of water to be pumped upon the completion of the aqueduct project, studies iiave been made as to the rate of growth of the populati(jn of all such cities of southern California as may reasonably be expected to ])articipate in the benefits of this aiiueduct. 'rh(>ir doniesli<' needs have been carefully studied, and after deductinj; their present supply, the VATER, ADOPTED AVERAGE VALUES Upper Basin Crop Acres Duty Water applied in acre-feet Apples and ciierries 600 1,600 19,900 100 1,000 500 5,400 6,372 7,410 11,860 1.5 1.5 2.5 2.0 1.0 1.5 1.67 1.5 2.0 1.0 900 Deciduous 2,400 49,700 200 Citrus Walnuts Vines. . 1000 Truck... . .. .. 750 Unclassified, mostly grass lands, sub irrigated. 9,018 Domestic areas . .. 9 560 Irrigated within city limits ... 14,800 Yucaipaand Beaumont valley. . 11,860 Totals 54,742 1.84 100188 SANTA ANA INVESTIGATION pjurupa Basin 217 Crop Acres Duty Water applied in acre-feet Domestic 2,910 21,903 1,822 798 1,012 985 846 2,954 12,190 15 2.5 1.5 1.0 2 5 1.0 1.5 3.0 15 4,370 Citrus 54 800 Dccid uous. 2,740 .\pples and cherries 798 Walnuts - .. - -- 2 530 Vines 985 Truck 1,270 Alfalfa 8,870 Unclassified . 18,330 Totals 45,420 2.08 94 G93 Cucamonga Basin Crop Acres Duty Water applied in acre-feet Domestic . .. .. .. 3,280 17,184 11,787 758 4,181 31,617 1,540 1,440 30,269 1.5 2.0 1.0 1.0 2.0 .5 1.5 2.5 4,920 Citrus 34,368 Deciduous 11,787 Apples and cherries. 758 Walnuts .- - 8.362 Vines . . .. 15.808 Truck 2,310 Alfalfa- _ 3.000 Unclassified 5,960 Totals 102,056 .86 87,873 Temescal Basin Crop Acres Duty Water applied in acre-feet Domestic 1,090 7,193 929 139 643 439 857 3,300 3,710 1.5 2.0 1.5 1.5 2.5 1.0 1.5 3.0 1.5 1,635 Citrus 14,390 Deciduous 1 390 Apples and cherries . . 208 Walnuts 1,610 Vines 439 Truck 1,290 Alfalfa 9,900 Miscellaneous . . . .. 5.565 Totals 18,300 1.87 36,427 Lower Basin Crop Acres Duty Water applied in acre-feet Domestic . 10,970 51,900 1,555 550 15,400 250 5,700 3,000 58.139 1.50 2.00 1.00 1.00 2.00 .50 1.00 2.50 1.00 16,500 Citrus 103,800 Deciduous Apples and cherries 1,555 550 Walnuts 30,800 Vines 125 Truck 5.700 Alfalfa 7,500 Unclassified .... 58,139 Totals 147.464 1.52 224,669 218 DWISION OF ENGrNTEERING AND IRRIGATION < 9> o z u u J •^iC-* oo ^- ^ ^ c^ c^ Q — COTf »cc^ > lO^rsr^'^ CO o "Z, io-^C5 :Dr^ ■*^ -^j- -^j. -rt* e*5 CO o « 0SW3OO _^ oor^r^ r^ Ci a c« ciM* iM o> r- bC oo cjcrit^oi < o: cOic '-'C^ >^ r^-cooo r^ »c ■-5 r* ^H cc ^J* OS o '"^ -^ CO "5CO — ^ 3 rt ■_j COI>.t*OiO >, >> iCiOCCOOCO rt rt IS >^ c Oi rJ4 CO T*« CD 1- ?r O. U < — cn r* GO =r. -^ =j ,-) OJ rt :s, Q. X CiO- OCOOO ^ ^^^ o i^ cn.r* oco o a •-s G s « ; ; a i ; : : g-3 ; 6.= 2 a 1 P^OHJ < PQ < O z o <: u o u z f I— I C3 CO J Hi u ^ r, '='1 § I o — z o z o I— I H < o l-H a: I— < a: o Q Z < u Q H Z o ■^ CO CO CO ■^ O) «-« Q Oi 00 lO -«J* > o; O-H t^ »— ' 'Z 05C0 CO CO . t*-^ '^ CI o — 1 OO -*" w ^ CO -f t-- iO cc C^COCJ Ci bC' ^ ^oo iC y-^ t—l r-^ *-^ ■«*"'«*' CO o >, ■^ tCOO CO 3 t^co t^ CD O coco CD -rt" 3 *-s lO GOiC CD >. OCD 00 oo C3 s O ^iC CO C < 1— Ci lO .E t^ Ci -^ r^ (^l<^^c^^ CM 73 b- a o >* lO CDt^ a MM M 6 C?i Ci Di S .— . f— 1 f— > C/5 cu D 73 O Z o ? U I -3 Q ^ z « H >H I PQ fe. X Z S o o l-H DC o u* Q Z < u Q H Z o CO o 1-1 coco -«f ^ IM (MCO CJ CJ o Oi O CD oeo > ^ CS lO o z OC* -tf ^(N lO O % i^co r* CD t^ CiC^ oo -rr iO GJ I^ ^ CD Ci M 3 •-5 •^oo wa coco >, C^ CX) -^ iC* c3 S coio o io»o !-• C3 CO c^ eo < OCD O CDO* I^ c^ a ^ ^ — lO -* CO ^ (NM b OCM CO O CO c3 « (MtJ< *-= \ ,• t£ ta \ ;&.= .= ; , .c3 D. a , ; o a a ; ; " a a ; ■■S T= -rl ; S c8 to 1 >> >> >^ >.>. > > > > > OO o oo r Basin: r 300 acr r 1.800 a la Basin r 7.000 a r Basin: r 16.200 r 2,700 a aoc-osoo i^ -> -) CS — SANTA ANA INVESTIGATION 219 TABLE 46. LIST OF WATER ORGANIZATIONS OPERATING IN SANTA ANA WATERSHED Upper Basin » Service area No. Service organization Kind of service Sotirco of supply 9 10 11 12 City of San Bernardino Mount Vernon Water Company City of Rcdlands City of Ilcni lands Bear Vallcv Mutual Water Company.. North Fork Del Rosa.. Highland Domestic Water Company LuKonia. East Lugonia. .Mentonc Water Company Crafton Water Company West Redlands Redlands Heights South Mountain Muscoy Mutual Water Company East Highland Water Company Plunge Creek_ East Highland Domestic City Creek Water Company Yucaipa Water Company No. 1 Yucaipa Beaumont Irrigation District.. South Mesa Water Company Western Heights Water Company Unorganized Domestic Irrigation Domestic Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Irrigation Domestic Irrigation and domestic Irrigation Irrigation Irrigation Combined Combined Underground Underground Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Gravity Underground Combined Combined Combined Gravity Combined Combined Combined Underground Underground Underground Jurupa Basin Service area No. Service organization Kind of service Source of supply 13 14 15 16 17 18 19 20 21 22 23 Lytic Creek Water and Improvement Company Cityof Rialto Mutual Land and Water Company Terrace Water Company. Citizens Land and Water Company CityofColton-. Riverside Highland Water Company City of Riverside Gage Canal East Riverside Water Company Citrus Experiment Station Temescal Water Company Alta Mesa Water Company Citizens Domestic Water Company Riverside Water Company Unorganized Irrigation Domestic. Irrigation Irrigation Irrigation Domestic. Irrigation Domestic. Irrigation Irrigation Irrigation Irrigation Irrigation Domestic. Irrigation. Irrigation Combined Combined Underground LTnderground Underground Underground Underground Underground Combined Combined Combined Combined Combined Combined Combined Combined 220 DIVISION OF ENGINEERING AND IRRIGATION TABLE 46. LIST OF WATER ORGANIZATIONS OPERATING SANTA ANA WATERSHED- Continued Cucamonga Basin IN Service area No. Service organization Kind of service Source of supply 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 Fontana Union Water Company West Rialto Water Company Marygold Water Company West Riverside Canal __ Etiwanda Water Company Rochester Water Company Cucamonga Water Company Old Settlers Water Company Sunset Water Company Alta Loma Mutual Water Company Citrus Water Company Mountain View Water Company City of Ontario.- Water Department of Pomona (within city limits); primarily Domestic; also served by Irrigation Company of Pomona... Water Department of Pomona (within city limits); primarily Domestic; also served by individual irrigation plants Irrigation Company of Pomona (within city limits) ; primarily irrigation; also served domestic water by Water Depart- ment of Pomona El Camino Water Company, Harrison Avenue Water Com- pany (within city limits of Pomona); primarily irrigation; also served by Water Department of Pomona. Individual Ownership (within city limits of Pomona); pri- marily irrigation; also served by Water Department of Pomona Water Departmentof Pomona (outside city limits of Pomona); area north of Philadelphio St., west of Central Ave., south of San Jose St., and east of city limits; primarily irrigation El Camino Water Company (within city limits of Claremont) primarily irrigation; also served by Water Department of Pomona Chino Water Company Unorganized ownership (within city limits of Claremont); primarily irrigation; also served by Water Department of Pomona Claremont Domestic Water Company (within city limits of Claremont) ; primarily domestic; also served irrigation water by Claremont Cooperative Water Company Mont Clair Water Company (within city limits of Claremont) . Portion of Mont Clair Water Company (outside city limits of Claremont.. Valley View Water Company Bnulder Water Company and Fairview Mutual Water Co Claremont Heights Irrigation Company San Antonio Water Company Hcrmosa Water Company lamosa Water Company Unorganized Irrigation- Irrigation, Irrigation. Irrigation. Irrigation. Irrigation. Irrigation.. Irrigation.. Irrigation- Irrigation. Irrigation. Irrigation- Domestic. Domestic. Domestic. Irrigation. Irrigation. Irrigation. Irrigation. Irrigation. Domestic. Irrigation- Domestic. Irrigation. Irrigation Irrigation Irrigation Irrigation Irrigation and domestic . Irrigation Irrigation Combined Underground Underground Underground Gravity Gravity Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Combined Combined Combined SANTA ANA INVESTIGATION 221 TABLE 46. LIST OF WATER ORGANIZATIONS OPERATING IN SANTA ANA WATERSHED- Continued Temescal Basin Service area No. 52 53 54 55 Service organization Temescal Water Company Corona City Water Company Orange Heights Water Company Unorganized Kind of service Irrigation Domestic- Irrigation Irrigation Source of supply Combined Combined Undergroumi Underground Lower Basin Service area No. 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 Service organization Santa .\na Valley Irrigation Company City of Orange_ City of Santa .-Vna. .\naheim Union Water Company City of .\naheim Yorba Linda Water Company Carpenter Irrigation District Serrano Irrigation District. City of Placentia.. City of Brea City of FuUerton Buena Park Garden Grove (unincorporated) Westminster (unincorporated) City of Seal Beach City of Huntington Beach Newport Mesa Irrigation District Newport Heights Irrigation District... Cities of Newport and Balboa Unorganized Kind of service Irrigation Domestic. Domestic. Irrigation Domestic. Irrigation Irrigation Irrigation Domestic. Domestic Domestic. Domestic. Domestic. Domestic. Domestic. Domestic. Irrigation Irrigation Domestic. Irrigation Source of supply Gravity Underground Underground Gravity Underground Underground Gravity Gravity Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground Underground CHAPTER 10 RAINFALL RECORDS The t'ollowino- Table 47 "Seasonal Rainfall 1926-27" sliows the annual I'ainfall for 57 stations within the valley floor of the Santa Ana watershed. Of these, 11 stations are U. S. Weather Bureau stations, and 46 are maintained by individuals who have contributed the records to this investigation. No records in the mountainous area are included. The stations given are those used in ascertaining rainfall penetration on the valley floor, as discussed in Section 4, page 152, and delineated on Map 11, in pocket, ''Lines of Equal Rainfall." TABLE 47. SEASONAL RAINFALL, 1926-1927 State No. Locality and authority Latitude Longitude Inches 21 Artesia, Griffen Lumber Company 33° 52' 33° 49' 33° 54' 33° 49' 33° 49' 33° 52' 33° 56' 33° 46' 33° 47' 33° 50' 33° 52' 33° 36' 33° 43' 33° 45' 3.3° 47' 33° 50' 33° 46' 33° 39' 33° 48' 33° 53' 33° 44' 33° 45' 33° 47' 33° 44' 33° 41' 33° 43' 34° 04' 34° 06' 34° 01' 34° 00' 34° 03' 34° 04' 34° 05' 34° 09' 34° 07' 34° 07' 34° 04' 33° 52' 33° 52' 34° 06' 3.3° 57' 34° or 34° 08' 33° 46' 34° 12' 34° 06' 33° 58' 34° 14' 34° 09' 34° 06' 34° 06' 34° 08' 34° 08' 34° 04' 34° 07' 34° 05' 33° 56' 118° 05' 118° 04' 118° 02' 118° 00' 118° 00' 118° 00' 117° 57' 117° 57' 117° 56' 117° 55' 117° 54' 117° 53' 117°5r 117° 52' 117°5r 117° 51' 117° 50' 117° 51' 117° 50' 117° 49' 117° 49' 117° 49' 11 7° 49' 117° 47' 117° 46' 117° 46' 117° 46' 117° 43' 117° 42' 117° 40' 117° 39' 117° 38' 117° 39' 117° 39' 117° 37' 117° 36' 117° 35' 117° 35' 117° 34' 117° 34' 117° 33' 117°3r 117° 31' 117° 29' 117° 27' 117° 26 117° 26' 11 7° 25' 117° 24' 117° 25' 117° 17' 117° 13' 117° 12' 117° 12' 117° 06' 117° 03' 117° 00' 14.83 22 Los Alami tos, Sugar Company .. 11.14 20 La Mirada, S. 0. Company.- . 14.65 47 Huntington Beach Holly Sugar Corporation, .. 13.43 18 Stanton, F. M. Clark 12.80 19 Buena Park, Nelson 16.00 17 La Habra, Packi ng House 16.84 4 Garden Grove, H. .\. Lake 14.16 3 Garden Grove, Allen Bros _ 14.71 11 Anaheim, Water Department 16.67 33 Fullerton, 0. V. Knowlton - .. 18.49 23 Newport Harbor, U. S. W. B._ . 13.80 28 Dyer, Holly Sugar Corporation - 14.08 42 Santa Ana, S. Hill and Son 16.81 34 Orange, Samuel Armour . ._ 15.54 12 Olive, K. V. Wolff 18.16 41 Santa Ana, U. S. W. B. 18.67 51 5 miles west of Irvine Irvine Ranch Company. 15.22 13 14 27 Villa Park, J. F. Allen Yorba Linda, U. S. W. B.... Tustin, High School U. S. W. B.c 17.20 18.72 14.79 24 Tustin, Cent. Lemon Association 15.72 1 El Modena. Hewes Ranch 18.43 50 Mvford. Irvine Ranch Company 14.07 49 Irvine, Irvine Ranch Company _ 14.97 35 Irvine, San Joaquin Fruit Company ._ 15.26 136 h37 Pomona, U. S. W. B Claremont, U. S. W. B. ... 24.76 129 ('hino, .\merican Beet Sugar Company Plant 24.80 130 101 Chino, American Beet Sugar Company, East Camp Ontario, Southern Pacific R. R. 23.16 20.19 100 Ontario, High School . 20.27 114 Upland, Ontario Power Company . 25.16 131 150 Upland, J. R. Johnson Alta Loma, Ontario Power Company 27.42 29.45 107 108 Alta Loma. L. A. Smith Guasti, Guasti Wine Company.. 26,98 20 45 141 144 Corona, U. S. W. B _ Corona, Temescal Water Company. 17.26 17.65 106 127 Cucamonga, H. H. Thomas Norco, Corona Heights Water Company 22.10 14.55 103 Winevi lie. Stern and Company 18.23 105 149 Etiwanda, Walter Barnes Glen Ivy, Temescal Water Company - . 22.77 23.77 120 104 147 124 Fontana, Southern California Edison Company, Lytic Creek, \[. S. W. B. ." Fontana, F'nntana Farms Company Riverside, U. S. W. B Devore, R. B. Peters __ 39.44 21.75 14.14 37.98 121 F"ontana, Southern California Edison Company . . 23.65 142 Fontana, U. S. W. B.b 24 22 145 San Bernardino, U. S. W. B. .. 20 55 110 Highland, Mrs. C. L. Fraser 21 47 109 Highland, Thomas Ewing 23 38 146 Redlands, U. S. W. B 19.50 119 Mentone, Southern California Edison Company, Santa AnaP. H. No. 3.. 25 70 115 Mentone, Southern California Edison Company, Mill Oeek No. 2, U. S. W. B. .. . 27 95 148 Beaumont, U. S. W. B. 27.75 B Station 142, po.sition by latitude and longitude as given by U. S. W. B. corrected. Location, northeast corner Palmetto and Foothill boulevard. c Station No. 27, is sheltered from east to west. PL^Te' 13 -A Ana Investigation >r^ ENCRAL MAP "-?E5T Fires :n the .ernardino and ) National Forests SCALE mg ind ate !8 ed 4,120 2,450 680 2,000 70 1,040 350 150 500 1.920 225 80 175 240 8,800 160 1,768 ), s 160 8 200 1 100 2,000 30 9 12 J-'M 03GS5 PLA^TE' 13 l^EGEXD Area Burned in 1921 e» - 1922 m - 1923 e^ - 1924 o - 1925 «!3i» " 1926 © • 1927 <^ Santa Ana Investigation General map Forest _ Ores, IN TMC San Bernardino and Cleveland National Forests SCALE CHAPTER 11 FOREST FIRES AND THEIR EFFECT ON FLOOD FLOWS By courtesy of the U. S. Department of Agriculture, the following information regarding major fires in the San Bernardino and Cleveland National Forests is ])ublished. Tliese are sliown grapliically on Plate 13, facing page 222. TABLE 48. FOREST FIRES IN UPPER SANTA ANA WATERSHED, SAN BERNARDINO NATIONAL FOREST Streams Year Acres burned Streams Year Acres burned Little San Gorgonio 1921 1921 1921 1921 1921 1921 1921 1922 1923 1923 1923 1923 1923 1923 1923 1923 1923 1924 910 1,640 400 2,000 700 3,040 1,200 18,230 1,185 300 700 800 1,500 160 1,000 140 800 150 Potato Canyon Devils Canyon. Arrowhead Springs 1924 1924 1924 1924 1924 1924 1925 1925 1925 1925 1925 1925 1926 1926 1927 1927 1927 4,120 Mill Creek. . . . 2 450 Santa Ana River . 680 Lvtle Creek. _ Cajon Creek 2,000 San Sevaine Creek Waterman Canyon 70 Dav Canyon . Cajon Creek 1,040 Deer Canvon Coon Creek 350 City and Strawberry Creeks . Devils Canyon . 150 Barslev Creek Lytle Creek, South Fork Lytle Creek Foothill, North of Alta Loma Baldv Fire 500 Polly Butte Fire 1,920 Santa .-Vna River 225 Santa Ana River 80 Summit Valley Fire. Falls Creek 175 Cajon Creek Mill Creek 240 Lrtle Creek, North Fork Plunge Creek 8,800 Lytle Creek, North Fork Lvtle Creek.. Cajon Creek, Glen Elen Ranch Fire 160 Santa .Ana River .. Lone Pine Creek 1,768 TABLE 48. FOREST FIRES IN LOWER SANTA ANA WATERSHED, CLEVELAND NATIONAL FOREST Stream Year Acres burned Stream Year Acres burned Santiago Creek 1921 1921 1922 1922 1922 1922 1923 1923 1923 1923 55 244 9 450 2 35 65 1 74 160 Temescal Creek - 1923 1923 1923 1924 1925 1927 1927 1927 1927 160 Silverado Canyon . Williams Canyon 8 Gypsum Canyon , . Indian Canyon 200 Mavhew Canyon Williams Canyon 1 Indian Canyon Eagle Canyon 100 Temescal Creek Santiago Creek 12,000 Santiago Creek Bedford Canyon 30 Tin Mine Canyon . Anderson Canyon 9 Bixby Canyon Santa .Ana Lower Canyon 12 Horsethief Canyon 1-. anr wat and to t IS are as d ''Li Stai No 21 22 20' 47 18 19 17 4 3 11 33 23 28 42 34 12 41 51 13 14 27 24 1 SO 49 35 13K h37 129 130 101 100 114 131 150 107 108 141 144 106 127 103 105 149 120 104 147 124 121 142 145 110 109 146 119 115 148 rrv-'TOaJL v.- HOTHJJ ' Y // '\ ^ 7-^ / X- -r HOTMtTc. ra / '% ^^-^ B Sta Palmcttc cSta CHAPTER 11 FOREST FIRES AND THEIR EFFECT ON FLOOD FLOWS By courtesy of the U. S. Department of A<;riculture, the following information regardinii- major tires in the San Bernardino and Cleveland National Forests is published. Tliese are slioAvn uraphieallv on Plate 13, faeino- paye 222. TABLE 48. FOREST FIRES IN UPPER SANTA ANA WATERSHED, SAN BERNARDINO NATIONAL FOREST Streams Year Acres burned Streams Year Acres burned Little San Gorgonio 1021 1921 1921 1921 1921 1921 1921 1922 1923 1923 1923 1923 1923 1923 1923 1923 1923 1924 910 1,640 400 2,000 700 3,040 1,200 18,230 1,185 300 700 800 1,500 160 1,000 140 800 150 Potato Canyon. Devils Canvon _. 1924 1924 1924 1924 1924 1924 1925 1925 1925 1925 1925 1925 1926 1926 1927 1927 1927 4,120 Mill Creek- 2,450 Santa Ana River . Arrowhead Springs 680 Lvtle Creek Cajon Creek _ Waterman Canyon 2,000 San Sevaine Creek 70 Day Canyon Cajon Creek 1,040 Deer Canyon Coon Creek 350 City and Strawberry Creeks Devils Canyon .... 150 Barslev Creek Lytle Creek, South Fork Lytle Creek 500 Polly Butte Fire 1,920 Santa Ana River Santa .Ana River... .. Foothill, North of Alta Loma Baldv Fire 225 80 Summit Valley Fire. Falls Creek 175 Cajon Creek Mill Creek 240 Lytle Creek, North Fork Plunge Creek 8,800 Lytle Creek, North Fork Lytle Creek Cajon Creek, Glen Elcn Ranch Fire . 160 Santa .\na River Lone Pine Creek 1,768 TABLE 48. FOREST FIRES IN LOWER SANTA ANA WATERSHED, CLEVELAND NATIONAL FOREST Stream Year .\cres burned Stream Year Acres burned Santiago Creek . 1921 1921 1922 1922 1922 1922 1923 1923 1923 1923 55 244 9 450 2 35 65 1 74 160 Temescal Creek 1923 1923 1923 1924 1925 1927 1927 1927 1927 160 Silverado Canyon Williams Canyon 8 Gypsum Canyon Indian Canyon 200 Mayhew Canvon Williams Canyon 1 Indian Canvon Eagle Canyon Santiago Creek 100 Temescal Creek 12,000 Santiago Creek Bedford Canyon 30 Tin Mme Canyon Anderson Canyon Santa .\na Lower Canyon 9 Bixby Canyon . . 12 Horsethief Canyon 224 DIVISION OF ENGINEERING AND IRRIGATION INTENSIVE STUDY OF RUN-OFF OF A BURNED-OFF AREA* This study is made of a small, steep mountain canyon, 177 acres in extent, adjoining Devil 's Canyon in the San Bernardino mountains. It was burned over on August 31, 1925. In 1927 the California Forest Experiment Station, in cooperation with San Bernardino Water Department and otlier agencies, erected numerous rain gages and chronograph registers on this area, and built an impounding reservoir called Barranca Reservoir, immediately below. The mean slope of the area is approximately 2| feet horizontal to 1 foot vertical. The record consists of the storms of February and April, 1928. It was decided to use the clironograph showing stages of water in Bar- ranca Reservoir alone for purposes of determining the inflow. The reservoir, according to this chronograph, has a seepage or absorption which must bo considered in accounting for the water. The following table shows the calculated results: Ttun-off For 177 acres, per square mile, second-feet second-feet Peak February 4, 1928 3.50 12.60 Average February 4, 1928 0.15 50 Averag-e April 3 0.05 .18 On Devil's Canyon the U. S. G. S. discharge shows: For 6.3 Run-off square miles, per square mile, second-feet second-feet Peak February 4, 1928 49.0 8.0 Average February 4, 1928 16.0 2.5 The amount of debris transported by the storm of February 4, 1928, was 1726 cubic feet. The corresponding amount of water and debris as measured was 13,040 cubic feet. The percentage of solids was 13.2 per cent. The amount of debris transported by the storm of April 3, 1928, was 1210 cubic feet. The amount of water and debris as measured was 4168 cubic feet, making the percentage of solids 29 per cent. The quantity of solids carried for the season was 17 per cent of the total run-off. During the rainy season of 1927-28 there were only two ''effective" storms, i. e., storms of sufficient intensity to produce measurable run-off at the canyon mouth, and to deposit erosion-debris in the reservoir. That of February 3 and 4 brought a total rainfall of 3.35 inches over Barranca watershed in 31 hours and deposited most of the coarse- grained debris; that of April 3 brought a rainfall of 1.42 inches. The maximum rainfall intensity was one-half inch in one hour, between 7 and 8 a. m., February 4, and the maximum run-off rate lagged but 15 minutes behind this surge of the storm. This rapid concentration of run-off waters reflects the following conditions of the watershed: Steep slojies, mucli bare rock and hard subsoil, scant vegetation, no vegetative litter on the steep soil surfaces, well defined drainage gullies formed by previous storms since the fire, and disturbance of exposed soil by animals and wind. *By C. J. Kraebel, California Forest Experiment Station. CHAPTER 12 HISTORIC GEOLOGY RELATING TO THE ABSORPTIVE SEDIMENTARY FORMATIONS It is considered that the nonabsorptive granites and the semiabsorp- tive shales and sandstones Avere formed either before or during the Tertiar\- period of the geologic ages. The end of the Tertiary period ushered in the Pliocene period, marked in Southern California as a period of depression when the lands of the region \vere covered by tlie sea, and the troughs of the prior existing valleys became filled with sediments. The Quaternary period followed with the Sierran Epoch of long duration when the coast was elevated several thousand feet above its present position. At this time the principal terracing along the coast took place, and the channel islands were connected with the mainland. This was the glacial period in the Sierras when the great canyons were carved out by ice, and when undoubtedly the major valley of Southern California and the Santa Clara Valley had deep canyons that extended far beyond the present shore line before reaching the sea. On account of the coastal uplift and canyon cutting, this period was one of no marine sediments. Next came the San Pedro Epoch, an epoch of depression during which the coast lowered from 300 to 700 feet below present elevations. The valleys were inundated, the shore line of the ocean encroached upon the land, and the preexisting valleys became filled with gravels and other fluviatile sediments. Some of these same sediments probably occupy the troughs of the present existing valleys at their greater depths. The Terrace Epoch theu followed with an uplift along the coast ; surface streams reappeared and the sediments of the San Pedro Epoch were nearly all eroded. During this epoch, most of the existing ter- races in the fluviatile sediments of the coastal and the interior valleys were formed. The Terrace Epoch marked the close of the Quaternary Period. The latest geological epoch is known as the Recent Epoch, character- ized by a general subsidence of the land to its present stage. The major part of the existing valley fills was deposited during this sub- .asin are tiie waters and sedi- ments of the streams borderin<>- the foothills aloiifr the noi-thern slope of Cueamong-a Valley between San Antonio and San Sevaine Creeks, as well as the lateral rnn-oft' from the hills to the south of the Santa Ana River. The Lower Basin eonnnejiees at Rineon where the Santa Ana River starts on its course through the hills for a distance of about 15 juiles, finally emerfrinp: upon the Downey Plain. The Lower Basin contains the Downey Plain and its extension beyond the Dominguez Ridj^e into ]\roneta Plain. Several larasin is divided physi- ographically into two divisions by the Crat'ton hills; one the San Ber- narilino Valley on the north, and the other, Yueaipa Valley on the south. Yueaipa Valley consists principally of deposits of old alluvium form- ing a mesa with little tributary drainage. Conse((uently, the land is of much higher elevation than is the San Bernardino Valley, because there is little action from stream degradation. The mesa is cut by numerous- ravines which find their way westward into the sands of the badlands, and eventually emerge into the San Timoteo Canyon. These badlands, Avliich form the western boundary of Yueaipa Valley, are impervious in their makeup, and form an efficient barrier along the southwestern border of the Yueaipa ground water basin. Crafton hills form the divide separating the Yueaipa Valley from the San Bernardino Valley. The hills run at right angles to the general trend of the basin. Within the hills are two exposures of granite separated by about a mile and a half of old alluvium. In all proba- bilities the granite is continuous under the ridge. The eastern end of the hills disappear under the alluvium, leaving a gap of about a half mile near the mouth of Mill Creek which is covered with the old alluvium connecting the two main valleys. This gap seems to be compo.sed of a part of Mill Creek cone. The southwestern extension of Crafton hills merges into the Bad- lands range. The granite outcrop disappears about a mile northeast of San Timoteo Canyon. The later alluvium of Yueaipa Valley is merely a veneer of residual soil resulting from weathering of the underlying older alluvium, and wells penetrating water zones receive their supply from the older forma- tion of alluvium. The San Bernardino Valley may be considered as a single basin. It is bounded on three sides by granitic bedrock while the fourth side is merely a structural feature of the alluvium where there seems to be an unconformity in the movement of the ground waters as they percolate onward in their general movement toward the ocean. Along the eastern edge of the basin, skirting the foothills is the San Andreas Fault which is .still subject to occasional movements. This is one of the major faults in California, and the fault scarp is traceable along the hills beyond the limits of our alluvial basin. The Lytle Creek San Jacinto Fault seems to lie in about the same position as the w^estern boundary of the San Bernardino Basin. It may be coincident with the so-called Bunker Hill Dyke. This fault probably appears in the bedrock underlying the alluvial sediments, but it is very doubtful if there is any apjireciable effect of it in the overlying alluvium. The general trend of these two faults is the same, being northwest and southeast. Several other faults have been attributed to this basin, having much the same trend as the two above mentioned ones, but they are more or less hypothetical and liave grown out of the unexplainable behavior of certain deep wells within the basin. 230 DIVISION OF ENGINEERING AND IRRIGATION The undulations in the granitic bedrock account for many of the smaller subbasins within this area. There appears to be a granitic ridge traversing the basin in a general northwest-southeast direction. The northwestern part of tliis ridge apiiears on the surface in many ])laces, and tends to be a continuation of the ridge dividing Lytle Creek and Cajon Canyon. To the southeast the ridge disappears under the alluvium in the neighborhood of Santa Ana wash, but outcrops again on the Crafton hills. Several of the deep wells along the Santa Ana wash and vicinity have encountered bedrock which is undoubtedly an exten- sion of this ridge. The composition of this ridge is mainly a granitic schist. These granitic spurs are more profuse at greater depths than they ap]iear on the present surface and they determine the course of the movements of the ground waters in many localities. If the absorp- tive sediments could be stripped from the granitic bedrock, the present streams Avould undoubtedly meander over the basin in entirely different courses than they do at present. The alluvial sediments have filled the basin in tlie past to even a greater height than they appear at present. During the recent epoch these older sediments have been eroded and in places have become deeply buried by the later alluvium. In certain localities, especially along the margin of the basin where stream action has not been very severe, there still remain remnants of this older alluvium perched up like benches. These older sediments should be continuous beneath the later alluvium of the basin, but in places where the bedrock is close to the surface the deep cutting and scouring of the major stream channels may have eroded them entirely. The older alluvium was very probably washed into the basin when the whole valley was inundated by waters from the ocean, so that the deposition as a whole is somewhat the same. The various streams had their cones as they do now, but there was more interconnection between the various cones, with considerable clay material dispersed through- out the whole deposit. AVith the elevation of the land during the present epoch, and the driving out of the ocean waters, much of this old alluvium is perched along the margin of the valley. Except where the present channels of the streams pass over these older sediments, these elevated benches are not situated so as to receive much replenish- ment from the surface waters. They are, however, subject to the percolation of underground waters. The older alluvium which exists beneath the major part of the basin serves as a fine aquifer. Water that runs down stream channels penetrates the later alluvium and finds its way into the underlying sediments, becoming distributed over the basin as a whole. This is more true near the apices of the cones, because at the upper end of the cone the lenses of gravel converge, and there is better access for the water in the channel to penetrate the mass, while at the lower end of the cones, surface water is very apt to rest upon the layers of clay and not get access to the deeper lenses of gravel that radiate out from the apices. The later alluvium is more homogeneous and spongy, being composed of unconsolidated sands, gravels, and clays, and generally absorbs the surface waters more readily than does the older alluvium. Middle Basin. The I\Iiddl(' liasin is marked by several subdivisions which are caused by the protrudance of the granitic bedrock. This SAXTA ANA INVESTIGATION 231 granitic area extends alonp; the southern part of the basin from Colton to Corona, and in reality is a i)art of tlie bedrock foi-minp; the southern end of tlio basin. In an effoi-t to straijihten out its alijiuniont between Colton and the Santa Ana Canyon below Corona, the river has cut its channel through this granitic area during the recent epoch, and, being the main drainage of the basin, occupies the lowest position. All other surface streams, as well as the underground waters, find their way either into the channel of the Santa Ana River or toward the general outlet at Prado. The Cucamonga Valley comprises that ]iart of the IMiddle Basin lying south of the San Gabriel Range and to the north of the Jurupa ^Mountains. It constitutes the largest unit of absorptive sediments in the basin. On the east it is separated from the upper basin by the Bunker Hill Dyke. Geologically speaking, the Cucamonga Valley and the San Bernardino Valley are contiguous, both being the result of the main drainage system of which the Santa Ana River has been the largest factor. At the present time, the Santa Ana River does not meander over the Cucamonga Valley. During the formation of the older alluvium, the river probably ran to the north of the Jurupa ^lountains, and had its outlet from the middle basin in the passes west and north of Pomona. During the recent epoch, when the later allu- vium was being forme z A ^ CO > > lo 2! 5L2 ^5 > ?^ "Z S n < '^ M M ■a O O ^o> n H u r n o 2 -< ELEVATION IN FEET ELEVATION IN FEET 238 DIVISION OP ENGINEERING AND IRRIGATION PLATE 17 ELEVATION IN FEET ELEVATION IN EEET 2.Z -50 en -1 ni o> n o n 6 <» TJI H O I— I § o I o i/> w o o 2> 3) I- >2 > O 1-0 2 m nui - D i"l m < _ ^"^ c c y^^ 0- — ^V." :■ [. jj.iij ■] '';>!'' eUHKiRHIlLLV * SB-174 SB- 146 m CfltlK fAULT = ^'V*-'/ ^ ''-V'' ^ , .*-. - SB- 175 ™U..^^ = SB-.I73 SB- 172 SS-S6 (0 Pis -'.'J: '-4 R- 105 ;/,\;;'^ -. R - 1 06 *!.v;j ^X\ _ R- 12 1— 1 V- 1 6 ^li^'.: \ _\ B- 107 ^"^i^ 1^-4 R- H2 'v-' ^ ~ v|i\ ''■'t^j: AHAfimiJiS rAUl T "<,C? • 8 D § > POM- 66 1 POM -66 V^ f..... A s^ \-- ^ CL C- 10 C-6 ^■4 Z "'lT«f\ CL C-5 ■"^^ '*-'-" ' 7 ISS V^^_ rv To [J] '-'-i^^ i to CO n 0) n q o z > o o o z ■< g: U) H O 5 o o n o r o o -< 2 § ELEVATION IN FEET ELEVATION IN rCET SANTA ANA INVESTIGATION 239 PLATE 18 ELEVATION IN FEET ELEVATION IN FEET COR -36 X O O o L'fnt jfitljr- SAMjAQi/TO fA tf) n n O) n R> ?g z rr -< Z (A W 2 « o O o>; n ~ O — r ^ S^ o ELEVATION IN FEET [LEVATION IN FEET 240 DIVISION OF ENGINEERING AND IRRIGATION Plate 19 ^ELEVATION IN FEET ELEVATION fN FEET 5i-Z o -z -50 Ul, -< n Ut n n n ■—■a o'O) Ul 6 'i SAS'./o AQOtx/ftbLS Sexn.ti t tgo C>^f/c Oi.D CiA •»>!/£ -Santa Ana' COR- t Ol6 8 Pji.cirtc MuMriHgrOM COR- I 7 COR- 16 Santa A ta Ri' COR- l<9 OomAjf O z o o z z -< 8^ 5 (0 H o O n o r o o •< > > > ^Si ul I ELEVATION IN TEET ELEVATION IN FEET SANTA ANA INVESTIGATION 241 GEOLOGY OF THE LOWER CANYON OF SANTA ANA RIVER WITH SPECIAL REFERENCE TO DAM CONSTRUCTION* Object. This geolofric investigation was undertaken at the request of the Division of Engineering ami Irrigation of tlie Department of Publie Works, State of California, in order to ascertain the geological conditions as related to dam construction in the lower canyon of the Santa Ana River in Orange and Riverside counties. In this investigation, no attempt is made to discuss the engineering and economic factors which will enter into the final selection of the mast suitable location for a dam, but rather the report has been confined \a the presentation of the geologic considerations that must enter into such a final selection. The geological investigation was undertaken by the writer with the following clearly in mind : The geological con- ditions might be unfavorable for certain types of dam construction and yet be suitable for a dam of another type. The final selection will necessarily depend upon those engineering and economic factors which enter into the proper selection of all important dam sites. Acknowledgrnents. The writer wishes to express his appreciation for tlie valuable data contributed by I\Ir. Chester Marliave, geologist for the State Engineer's office, who collaborated in the field, and for the many helpful suggestions received from "Mr. Paul Bailey, chief engineer of the Orange County Flood Control. Location and Extent of Area Examined. The area examined in this investigation, which is sliown on the accompanying geological map, Plate 22, page 264, includes the lower canyon of the Santa Ana River, in Orange and Riverside counties. The geology along the canyon for a distance of about 10 miles, from the upper or eastern end, to the lower or western end, and for a distance of about one mile north and south of the river, was studied and mapped. Previous Geological Studies in the Area. The general geology of the region, includincr the lower canyon of the Santa Ana River, has been previously studied and described, but not in sufficient detail for the purposes of the ]iresent investigation. The best and most elaborate work previously done in the area was the investigation made by "Walter A. English for the U. S. Geological Survey, the results of which were published in 1926 in U. S. Geological Survey Bulletin 768. This bulletin with its accompanying maps has been of great help in the preparation of the present report. The writer has used the correlations and formational names, as worked out by Engli.sh and others, as the basis for the detailed study of the areas surrounding the various possible dam sites. Topography and Physiography. The topography of the area sur- rounding the lower canyon of the Santa Ana River has been mapped by the United States Geological Survey (Topographic Branch), and these maps have been published as the Corona and Santa Ana quad- rangles. In addition to these government maps, the Division of Engi- neering and Irrigation, of the State of California, has recently com- •By E. K. Soper. '242 DIVISION OF ENGINEERING AND IRRIGATION pleted a more detailed topographic map, on a scale of 1000 feet to one inch, covering a zone along the Santa Ana Canyon, extending about one-fourth mile back from the river bed on each side. This topography was used as a base for the geological field work and is shown on the accompanying geological map, Plate 22. The most striking physiographic features of the canyon are: 1. The higher hills and mountains are on the south side of the canyon. 2. Several nearly right-angle bends occur on the course of the canyon, between which the river follows a fairly straight course. 3. The river shows a remarkably uniform or constant grade through- out its course from Colton to the lower end of the canyon, a distance of about 40 miles. The grade of the stream through the canyon is the same as on the flat alluvial plains above and below the canyon. 4. The conspicuous terraces along the canyon sides, representing remnants of former river flood-plains which have been elevated by sub- sequent geologic uplift of the region. 5. At no point is there a conspicuous constriction of the side walls of the canyon. 6. At no point in the canyon is there a hard rock formation, or lip, which interrupts the grade of the river. As will be explained in the following pages, the major topographic and physiographic features of the canyon have been determined by the geologic history of the region and by the geologic structure of the rocks. Origin of the Santa Ana Canyon. During late Tertiary time, the surface of the greater part of Southern California was one of low relief. High land, which previously existed in the region, had been eroded away, so that the topography of the land was similar to that of a low rolling plain. Such a flat, featureless, eroded surface is called a peneplain. A remnant of this old Tertiary peneplain may still be seen in the vicinity of Perris, where the nearly flat surface is under- lain by granite. A few low, rounded granite hills occur in this locality, and represent those places which had not been eroded down to the general level of the surrounding plain. In late Tertiary time the drainage of the area now known as the San Bernardino Valley flowed south and west across this Perris peneplain in about the same general direction which it now follows. The Santa Ana River, which was probably the principal stream of the region then, as it is now, flowed along somewhat the same general course which it now follows across the valley. At the close of the Tertiary period the entire region of Southern California Avas greatly folded and faulted. The comparatively flat, eroded surface of the land was wrinkled and warped into mountain ranges. The rocks became broken and faulted in many places during this process of mountain folding. Large blocks of the land bounded by faults were pushed up, whereas ad.jacent blocks were depressed. The Santa Ana Mountains were upfolded at this time, probably as an accompaniment of the great movement along the Elsi- nore, Chino and Whittier faults. The Santa Ana Mountains, including the Puente Hills, (which form their northwestern continuation), were folded directly across the course of the Santa Ana River, The river, nevertheless, was able to maintain its course westward across the rising mountains because it was able to erode its channel bed as rapidly as the land was elevated. The river probably shifted its course some- SANTA ANA INVESTIGATION 243 what north and south at tho begfinninp: of tlio uplift. The present I'hauncl \v;is pi-()b;ihly (U^terniinod by the nortliern end of the mass of hard, resisteiit, i<>'noous rock Avliich forms tlie core of the Santa Ana ]\Iountains. The ])reseiit Santa Ana Canyon is located in soft sedi- mentary rocks at the north edfie of the harder igneous mass. It is noteworthy that no other canyon cuts across these mountains except south of the southern extremity of this igneous mass.* Such a stream, which follows a course developed earlier than the surrounding topogi-aphy, is called an "antecedent stream." The Santa Ana River is one of the outstanding examples of antecedent streams ill southern California. In brief, the river maintained its course during the uplift of a mountain range across its path. Estimates of the time elapsed since the close of the Tertiary period varv from 800,000 to 1,350,000 vears. Since the initiation of these great earth movements at the close of the Tertiary period there have Ijeen notable movements along the major faults on the east side of the Santa Ana ^Mountains. One or more of these movements temporarily dannned the drainage from the east and south and formed a large lake, extending from the vicinitj^ of Prado southward along Temescal wash. This is shown by the presence of extensive quaternary lake beds (clay and silts) along Temescal wash, and at other localities east of the Santa Ana ^Mountains. However, the river succeeded in maintaining its course at a uniform grade as the Santa Ana Mountains were slowly elevated. Conspicuous evidence of the elevation of the land is seen in the numerous deposits of Quaternary terrace gravels along the canyon now high above the present level of the stream. These gravel terraces represent uneroded remnants of the old flood plain of the river which have been elevated to their present levels. Other evidence of the antecedent character of the stream is seen in the fact that its gradient throughout the canyon is the same as it is across the flat plain above and below the canyon. In this respect the river is remarkable, maintaining, as it does, a nearly uniform grade from the Sierra Madre to the sea. Streams flowing through mountains usually develop a decided quickening of current, due to increased gradient. General Geology and Stratigraphy. The rocks exposed at the sur- face along the lower canyon of the Santa Ana River are mostly sand- stones, conglomerates, and shales and intermediate phases, all of com- paratively recent geologic age. Older rocks occur on the hills a short distance to the south, but along the canyon the rocks range in age from Cretaceous to Quaternary, with Tertiary formations predominating. About half way between the east and west ends of the canyon, near the Orange-Riverside county line, there is a small area of brecciated igneous rock of an andesitic type, which occurs along the Whittier fault at this locality and which has ])robably been brought to its present position b}' movements along the fault in early Quaternary time. This is the only igneous rock exposed in the canyon, although large areas of igneous rock occur in the mountains a short distance south of the canyon. •For a more detailod account of the origin and history of the Santa Ana River Canyon see U. S. (J. S. Bulletin 76S, p. G4-66 by Walter A. English. 244 DIVISION OF ENGINEERING AND IRRIGATION The following table includes all of the formations recognized in the canyon. Geological Formations Exposed Along Lotoer Canyon of Santa Ana River * Age Fonnatinti QUATERNARY RECENT PLEISTOCENE AUurinni Terrace gravel San ppdro Formation. Santlstone and con- glomerate of fresh water origin. Only , one area found along canyon. TERTIARY PLIOCENE MIOCENE OLIGOCENE EOCENE Unconformity Fernando Formation. BufE clay shale and .some sandy shale with considerable sand- .stone and some conglomerate. Unconformity f Pnente Formation. (Formerly called "Monterey Shale.") Alternating sand- stones, conglomerates and shales. Shale is diatomaceous, color varies froin bluish brown to liglit buff. Sandstones predomi- nate in Puente at this locality. Formation is divided into four members : lower shale ; iniddle sandstone ; upper sandstone and upper shale. The sandstones are seldom liard enougli to form prominent outcrops. Unconformity Topango Formation. Buff to nearly white arkosic sandstones (containing feldspar) with much interbedded conglomerate. .Middle Miocene. Sespe Formation. Red sandstone, red clay and sandy clay with interstratified green- ish and buff beds, shales and sandstones. Probably includes some Vaqueros (Mio- , cene ) . Unconformity Martinez Formation. Dark gray to greenish shales, containing carbonaceous beds. CRETACEOUS CHICO Unconformity fChico Formation. Conglomerate, light J colored sandstones and bluish, laminated I shales. Not exposed along river but L found a short distance south of canyon. •Cla.ssification as to age and formational names taken from U. S. 768 by Walter A. English. O. S. Bulletin SANTA ANA INVESTIGATION 245 The rocks exposed throughout the canyon are all soft and easily weathered. Tiie sandstones and conorlonierates are poorly cemented and frequently Aveather on the surface to such an extent that they crumble when squeezed in the hand. Certain strata in each formation are harder than the others, but such strata are of small thickness and are not continuous. Hardening: seems to be local and due to abrupt changes in the cementing material of the rock. In general, one can not fail to be impressed by tlie entire absence in this area of hard, firmly cemented rocks. The shales -which occupy areas as great as those occupied by sandstones and conglomerates, are easily weathered and crumble or "slake" when exi)osed to the air for a few months. For this rea.son they are easily eroded and consequently the shale areas usually occupy valleys and gulches. Good outcrops of shale are scarce except along roadcuts and other artificial excavations. Where shales occupy steep slopes, such as hillsides or riverbanks. land-slides are common, especially where the dip of the shale is in the same direction as the slope of the surface. Structure of the Rocks — General Structural Conditions. "Struc- tural geology" is a study of the arrangement, attitude and physical con- dition of the rocks. The structural geology of the Santa Ana Canyon area is very complex. The rocks, mostly of Tertiary age, are gi'eatly folded and in many places they are broken, or faulted. In places the strata, particularly the shales, are overturned and highly contorted. The complexity of structure is increased by the presence of incompetent beds (shales) interstratified with more competent formations (sand- stones). The weaker and more yielding clay shales have been squeezed and bent, so that their outcrops usually show more deformation than do the more competent sandstones and conglomerates. The general structure of the area has developed from the folding of the Santa Ana Mountains in post-Fernando time. The period of defor- mation is definitely fixed by the fact that the Fernando and all older formations are folded, whereas the younger Quaternary formations (San Pedro formation and terrace gravels) remain practically undis- turbed, and rest upon the eroded and truncated edges of the older formations. This post-Fernando deformation extended throughout California and much of the Great Basin region. It is generally considered as marking the close of the Tertiary ])eriod. As a result of the folding of the rocks throughout the Santa Ana Canyon, the strata are mostly tilted at con- siderable angles from their original horizontal position. Dips of 75 to 85 degrees are common, and in places the strata stand in a vertical position. The only horizontal undisturbed strata observed in the entire area were those of the recent post-Fernando gravels, sands, and clays (San Pedro formation) near the lower end of the canyon, particularly northeast of Horseshoe Bend Station. Faults. A fault is a fracture, or fractured zone, in the earth's crust along which there has been slipi)ing or displacement of the rocks. The displacement may be vertical, horizontal or at any intermediate angle. The amount of displacement (movement) of the rock on opposite sides of the fault may vary fi-om a fraction of an inch to thousands of feet. ^Movements along faults may take place suddenly, as in the case of a sudden and violent snapi)ing or slipping of the rocks under strain, or 246 DIVISION OF ENGINEERING AND IRRIGATION the movements may be so slow and gradual as to be quite imperceptible. Such slow, gradual movements maj', however, in the course of thousands of years amount to total displacements of great magnitude, since the effect is cumulative. When the rocks slip suddenly along faults, earthquakes are produced. Slow, gradual movements along faults do not produce perceptible earth tremors. It lias been reported that at various places where highways follow fault lines, the cost of road maintenance is higher than the average of such costs for other sections of the roads. It may be argued that even if a movement on a fault were so slow and gradual as not to be perceptible, the results of such movement would soon become visible because an escarpment, or break, would be produced at the surface. This is not necessarily true because the erosion of the land surface may proceed at such a rate as to keep pace with the fault movement and thus prevent the development of any conspicuous escarpment, or break on the surface. Faults may be classified as "active" or "dead'' according as to whether they show evidence of recent movement, or evidence that no movement has occurred for a very long period of time. Faults may also be classified according to their magnitude, as "major" or very large faults, persistent for long distances, and "local" or "minor" faults of limited length and displacement. In Southern California the jictive faults are generally the major faults, whereas most of the numer- ous, small, local faults are apparently inactive or dead. In speaking of the time elapsed since the last movement on a fault, reference is generally made to geologic time, which is measurable in thousands rather than in hundreds of years. If a fault shows evidence of movement within historic time it should be classified as active, since there is a strong probability that the rocks may slip again along that particular line of weakness. The rocks in the area under investigation are broken by many faults. ]\Iost of these faults are local, "dead" faults of small extent and dis- placement. The largest and mo.st important faults in the area, the ones along which the greatest displacement has occurred, are the AVhittier and Chino faults, both of which are branches of the Elsinore fault. The Elsinore fault is one of the major faults of Southern California. The Elsinore fault extends along the northeast base of the Santa Ana Mountains and separates the mountains from the Ferris peneplain. A few miles southeast of Corona the Elsinore fault splits into two branches, the Whittier fault and the Chino fault. The Chino fault continues northwestward along the east base of the Puente Hills to the south base of the San Gabriel Mountains. The Whittier fault, from the junction with the Chino fault, curves more to the west and trends about X. 65° W. along the south flank of the Puente Hills. The Whit- tier fault diagonally crosses the Santa Ana Canyon west of Green River Camp, about half way between the upper and lower ends. The fault appears in the south side of the canyon about 1000 feet west of Green River Camp, follows the bed of the canyon to the northwest for a distance of about one mile, and passes out of the canyon to the north- west about 1000 feet east of the Bryan summer residence. (See Plate 22, page 264.) SANTA ANA INVESTIGATION 247 The Wliittier fault is of an unusual type, known as a pivot fault. Along the western half of the fault, the older rocks are on the north side, whereas along the eastern end of the fault, south of the Santa Ana River, the older rocks are on the south side. The "throw" of the fault, that is, the vertical displacement of the rocks along the fault, has thus been reversed at the two ends. This is due to the fact that the Santa Ana Mountains have been tilted to the southwest, whereas the Puente Hills, north of the Whittier fault, have not been so tilted. The Elsinore fault, with its two northwest branches, the Whittier and Chino faults, were the controlling factors in the origin of the Santa Ana JMountains and the Puente Hills, which were uplifted and highly folded in consequence of block movement along these faults. As pre- viously stated, this deformation occuri-ed in post-Fernando time, at the close of the Tertiary period. Various estimates place this time from 300,000 to 1,350,000 years ago. The uplift probably continued into early Quaternary time, but could not have continued long into the Quaternary period, since San Pedro beds of early Quaternary age are found practically undisturbed west and north of Horseshoe Bend, near the west end of the Santa Ana Canyon. The uplift of a range of moun- tains such as the Santa Ana Mountains, implies movement of the earth's crust of considerable magnitude along the Elsinore, Whittier and Chino faults in the late Tertiary and early Quaternary time. Slight movements along certain of the major faults of Southern California, notably the San Andreas, San Jacinto, Elsinore, and Inglewood faults, have occurred within recent historical time. None of these active faults cross the area under investigation, although the Chino fault lies only about three-quarters of a mile east of the upper end of the canyon. Lines of springs, some of them hot, occur along the Elsinore fault and its branches. There is, however, no conclusive evidence of record of movement within historic time along the Whittier fault or any of the smaller local faults in the Santa Ana Canyon. In Southern California the main differential movements of the earth's crust have occurred along certain major faults, notably the San Jacinto, Elsinore, San Gabriel and Inglewood faults.* These faults represent lines of rupture in the rocks. The great blocks of the earth's crust bounded by these fault-lines have been uplifted or depressed with ref- erence to the adjoining blocks. This differential movement is part of the process of readjustment of equilibrium to conform with the various stresses to which the rocks are su])jeeted. Because these major faults are the lines of weakness along which any important future move- ment may reasonably be expected to occur, the small local or "dead" faults of the region . are not regarded as a serious menace to dam construction. Geological Conditions Controlling- Choice of Dam Sites. In select- ing locations for the construction of lariie dams the rocks which are to serve as foundations and abutments are usually subjected to careful study. Not only is it desirable to carefully examine the rocks in the immediate vicinity of the site selected, but a study should be made of •Wood, H. O., California Earthquakes, Seismological Society of America Bulletin, Vol. 6, 1916, pp. 76-77. 17—63685 248 DIVISION OF ENGINEERING AND IRRIGATION the structure of the formations for a considerable distance on all sides of the site with particular reference to the possible existence of active faults, or other structural weaknesses. The principal geologic features which should be considered in the selection of a site for a dam are as follows : 1. Faidis. It is dangerous to construct dams on or near faults which show any evidence of movement ^\dthin recent time. In general it would be well to avoid all fault lines if possible, but it is not always possible to do this, since faults are very numerous in some localities, such as the Santa Ana Mountains and throughout Southern California. There is but little risk involved in locating a dam near a dead fault of local extent and of small displacement. But there is no justification for assuming the risk involved in building a dam on or adjacent to a major fault on which there is evidence or record of movement within historical time. Dams properly constructed may safely with- stand earthquakes that emanate from fault movements close at hand if these movements are not too large, but the risk is considered too great especiallj^ for dams where population will concentrate down- stream, and where other sites are available. Particular care should be taken to avoid placing a dam directly across the line of an active fault. In general, a site should be selected as far as possible from active faults, 2. Strike and dip of strata. Where the geological formations of the area surrounding the dam site consist of stratified (sedimentary) rocks, the most favorable position would be where the strike of the strata is across the canyon and parallel to the dam, and where the strata dip upstream at a high angle, or stand vertical. This position makes it possible to select a harder and more impervious stratum, or group of strata, which can be used for the foundation, and which would thus extend continuously across the canyon for the entire length of the dam. In this position, each stratum would act as a cut-off wall and the possibility of seepage under or around the dam would be reduced to a minimum. However, it is seldom that a place can be found where the strike of the strata is exactly parallel to the axis of the dam. If the strike of the strata is parallel or oblique to the canyon, the dam will necessarily- have to be placed across the strata. If the strike is parallel to the canyon the bedding planes, or rock surfaces separating adjacent strata, become possible zones of seepage beneath the dam. If the strike is oblique to the canyon, the most favorable condition would be where the strata dip upstream. It is usually difficult to obtain a tight and impervious cut-off where the dam crosses numerous strata. This is especially true if the rocks are thin-bedded interstratified shales and sandstones with numerous individual strata striking parallel to the camion and dipping downstream. Moreover, there is often a thin layer of clay or shale along the bedding planes separating different strata. If the clay becomes saturated from seeping water, it is rendered soft and "greasy" and if the strata lie in a tilted position they may slip along one or more of these "greased" surfaces with possible injury to the dam. If the rock strata lie in a horizontal or vertical position the mass will be more firm and solid with less possibility of slipping. If the strata dip at some angle between SANTA ANA INVESTIGATION 249 the horizontal and vertical, the mass will not be as firm and there might be some danger of slii)i)ing along the bedding planes, especially if the strata dip steeply downstream. Where the strata are neither vertical nor horizontal thf most favorable condition would be where the direction of dip is upstream. In such a position water which might enter the bedding planes beneath the reservoir, if any, would seep down the dip away from the dam. If the strike is parallel to the stream channel (normal or oblique to the dam) the direction of (lip is of less importance, but the angle of the dip should be considered. If the strata are folded (i. e., dip in opposite directions at the two ends of the dam) the degree of dip and presence or absence of fractures are of chief importance. 3. l^ype of liock. Wherever possible dams should be located on igneous rock — preferably upon granite — since these are generally hard- est, most massive, impervious, and free from bedding planes. Igneous rocks, however, are frequently crossed by numerous joints and fissures which may permit atmospheric weathering and decay to enter deeply into the rock along such cracks. Fault gauge, or clay, may also be present along cracks in igneous rock and thus cause planes of weakness. Generally speaking, the best sedimentary rock for dam foundations is limestone. Shales and sandstones may be suitable where harder formations are not available. Naturally, the most suitable rocks do not always occur in the areas where dams are to be built, or the topographic features of the land may determine the location and eliminate the possibility of am^ choice of rock. Dams can be safely built upon shale or sandstone, providing the formation is not exces- sively fissured and faulted, and not too deeply weathered or oxidized, and provided the dam is designed properly with respect to the geologic substructure. W^here the rocks are soft, concrete dams involve a greater risk than earth-fill dams. 4. Hardness and texture. The harder and denser (less porous) rocks are preferable to soft, loosely consolidated, porous rocks. Resistance to atmospheric decay (weathering) and to the action of water are highly desirable properties of rock for dam foundations, and these properties are largely dependent upon the texture, composition and hardness of the rock. On the other hand, where more suitable formations were not available, dams have been safely ])uilt upon rather loosely consolidated sedimentary rocks. Under such conditions proper care must be taken in designing the structure and in selecting a site where the geologic structure is favorable, and in carrying the cut-off wall well below the zone of Aveathering. The cut-off would have to be landed in a formation that could withstand the differential pressure at the toe of the cut-off wall. General Geologic Conditions in Santa Ana Canyon Area with Special Reference to Dam Construction. The rocks throughout the canyon are all sedimentary with the exception of a small area of igneous formation which oecui-s along the W'hittier fault, near the Orange-Riverside county boundary in the middle part of the canyon. These sedimentary formations consist of alternating beds of conglomer- ates, sandstones and shales, mostly of marine origin. They originated as sediments beneath the sea and have been subsequently elevated to 250 DIVISION OF ENGINEERING AND IRRIGATION their present position by crustal movements of the earth. Conclusive evidence of the marine origin of these rocks is the finding of marine fossils, such as shells and sharks' teeth in the strata exposed along the canyon. The oldest of these rocks were formed millions of years ago; the youngest perhaps 75,000 years ago. These estimates do not, of course, include the fresh water gravels and sands on the terraces and in the bed of the Santa Ana River, which are still in process of accumulation today. The conglomerates are poorly cemented. The sandy material sur- rounding the pebbles and boulders crumble easily, resulting in the rapid disintegration of the rock. The conglomerate beds in places frequently appear hard and massive, but only occasionally are they sufficiently hard to withstand a mild blow with a hammer. The sandstones, likewise, are poorly cemented and often incoherent. They are mostly coarse-grained. Much of the sandstone was formed near an old shore line from material which had its source in an old mass of granite. The material eroded from the granite was washed down to the sea by streams and there deposited. Limey material, which commonly occurs as an important ingredient in the cementing material of sedimentary rocks, is conspicuously lacking in the rocks exposed throughout the canyon. Because of the absence of sufficient cementing material the sandstones rapidly lose their cohesion and slough to loose sand when immersed unsupported in water, A few exposures of sandstone were found where the rock was rather fine-grained and harder. At many localities the sandstone can be crumbled in the hand. The shales, when freshly exposed, are harder than the sandstones, but weather and disintegrate rapidly to soft clay. Because of the lack of cohesion of the grains composing all of these sedimentary rocl\S, they are easily eroded by running water. This fact partly explains the remarkably constant grade of the river through the canyon. There were no hard ledges or strata to dam back the stream and cause a change of gradient. The Santa Ana River at present transports very little sand and gravel except at times of flood. The stream bed is filled with gravel and sand to depths varying from 20 to 80 feet or more. Beneath this loose gravel and sand are the loosely consolidated sedimentary rocks just described. The rocks beneath the river bed vary in kind from place to place, but are, in general, the same as those exposed in adjacent parts of the canyon walls. The river is not now deepening its channel because of the thick accumulation of sand and gravel resting upon the bed rock and thus protecting it from further erosion even in periods of flood water. The gradient of the stream is now so gradual that deposition of material is the dominant process except during short periods of flood. At such times the upper portion of the sand and gravel in the river bed to a depth of 25 or 30 feet goes into suspension and is transported downstream for a certain distance depending upon the quality and velocity of the water. New material is constantly being brought by the stream into the upper end of the canyon, and is grad- ually carried along, by stages, until it is transported onto the plain below. During the journey through the canyon, the pieces of rock composing the stream's load are undergoing corrasion, with the result SANTA ANA INVESTIGATION 251 that the material becomes finer in size of grain as it is carried along. This explains -why the river bed near the head of the canyon is filled with much coarser material than in the lower part. The loose gravel and sand composing the stream bed is more or less saturated with water throughout the year. This subsurface water is constantly flowing dowusteam. During the dry months more water probably flows through the sands and gravels than flows on top of the ground. The amount of underground flow varies from place to place along the canyon, as is shown by the fact that there is noticeably more surface flow at some places than at others. Places of maximum surface flow represent either places in the channel where the bed rock is nearest the surface, and where the depth of the loose river sands and gravels is correspondingly less, or places where the width of the pervious deposits is least, or combinations of both. AVhereas there is always a considerable underground flow of water through the loose sands and gravels in the river bottom, it should be dearly understood that only a comparatively small quantity of water percolates through the sandstone, shale and conglomerate which com- pase the bed-roci< formations. Tiiis is true in spite of the fact that in many places these rocks are quite soft and porous because (1) the rocks are relativeh/ impervious when compared with the overlying loose sands and gravels and (2) the strata of the bed-rock formations mostly stand tilted at a steep angle, often vertical, across the channel, thus offering the maximum resistance to percolation. In this position each stratum acts as a dam across the channel of underground flowage. Although the rocks throughout the canyon are softer and le.ss tightly cemented than desirable for dam construction, their structural attitude is favorable at several localities. The disadvantage due to the rock texture might be overcome by selection of a dam of the earth-fill tj'pe and by special methods of construction. There would be little danger of seepage or hydraulic pressure beneath the dam where the strata stand highly tilted and broadside across the channel, with a dip up.stream or toward one of the banks. Percolation should be guarded against by a deep and carefully constructed cut-off wall. On account of the soft, porous nature of the rock, special care should be taken to properly anchor the two abutments. As previously described, there are two major faults in the vicinity of the Santa Ana River Canyon, (1) the Whittier fault which extends southeasterly along the south flank of the Puente Hills and crosses the Santa Ana River Canyon in its middle portion, near Scully's Point, and (2) the Chino fault, which extends southeasterly along the east liase of the Puente Hills and passes about three-quarters of a mile to the east of the upper end of the canyon (see Plate 22, page 264). These two faidts are really the branches of the Elsinore fault. In addition to these two major faults there are numerous local "dead" faults extending in various directions throughout the area. None of these smaller dead faults are regarded as sources of danger, although care has been taken to locate and examine these in the vicinity of the dam sites considered. The major faults are regarded as dangerous and it is believed desirable to keep as far as possible from either of these, although there is no geologic evidence of any movement along 252 DIVISION OF ENGINEERING AND IRRIGATION the Wliittier fault or any of the faults in the canyon within historic time. There is some evidence, however, of rather recent movements along the Chino fault. The last fault movement in the canyon of which there is clear evidence was probably that which has resulted in the forming of certain terraces of Quaternary gravels. It is probable that this movement which occurred along tlie Whittier-Puente fault involved a total displacement of from 50 to 100 feet and occurred not less than 10,000 years ago. Moreover, it is probable that the displacement did not occur all at one time, but was gradual and cumulative. "While the Wliittier fault has resulted in a considerable displacement of the strata at its east and west extremities, there has been but little vertical displacement in the vicinity of where the fault crosses the canyon. This is because of the peculiar nature of the fault, which is of the pivot or "scissors" type, in which the upthrow side is reversed at the two ends, with the central portion, or pivot, showing little dis- placement. The fact that the Santa Ana River has been able to maintain its uni- form and constant grade, not only across the upfolded mountains but also across the Whittle r fault, is evidence that the movement on this fault line was slow and gradual rather than sudden and violent. If movement along the Whittier fault is now occurring it must be so slow and gradual as to be imperceptible. Although the geological evidence indicates that there is no cause to fear any violent movement on the "Whittier fault in the Santa Ana Canyon region, nevertheless it is believed undesirable to locate a dam near it because of the great concentration of population and property values on the plain below. Since faults are lines of weakness in. the earth's crust, where the rocks have broken under stress, if similar stresses should occur again, the rocks would probably break or move along these same lines of weakness. Construction of a dam at such a location is taking an unnecessary risk where other sites are available. Descriptions of Various Dam Locations. On Plate 22, page 264, dam locations are shown by black lines across the canyon. These loca- tions, numbered 1 to 12, represent all those sites in the canyon where the topography is at all adapted to dam construction, and were selected as representing the areas for intensive geologic study. The purpose of these geological studies was to ascertain the safest site, or sites, for a dam. Descriptions of, and conclusions regarding these various loca- tions are given in the following paragraphs : Sites 1, 2 and 3. Locations 1, 2 and 3, in the middle part of the canyon near the Green River Auto Camp and the Anaheim diversion dam, are regarded as being too near the Whittier fault for desirable locations for a dam. These three sites are satisfactory from a topo- graphic viewpoint, but the geologic conditions are distinctly unfavor- able. Site Xo. 1 lies across the Whittier fault, wjiich follows the river bed at lliis locality. Sites 2 and 3 are immediately adjacent to the Whittier fault, which passes near the south ends of the sites. In fact, the rocks conii)rising tlie entire area around sites 2 and 3 show unmis- takable signs of crushing and sliattering, which has probably resulted from old movements along the fault. Both sites 2 and 3 are within the only area of igneous rock found in the canyon. This rock is completely SANTA ANA INVESTIGATION 253 shattered and ])reociated (bi-oken by innumerable fracture planes). The rock, which is an ande.site, lies partly on the north side and partly on the south side of the river. That part on the north side of the i-iv(M* has probably slid or otherwise moved down from the fault zone on tlie opposite mountainside on the south side of the river, which exiiibits ty]noal landslide topofrraphy. INToreover, brecciated andesite may be seen restinjr u])on the river prravels in the railroad cut on the noi-th side of the river. Because of the close proximity of sites 1, 2 and 3 to the Whittier fault, and also because of the broken character of tlie rock at sites 2 and 3, they are considered unsafe for dam con- struction. Stifc i. Tliis location extends from a point on the north side of the I'iver about 2000 feet north of Scully Sidinj? to the lonp; neck of land on the south side of the river where the state hijjhway turns east. The north end of this site consists of alternating conglomerates and sand- stones with some thin interbedded shaley layers. The sandstone is \ellowi.sh to buff in color, poorly bedded, soft and rather incoherent. The conglomerate is coarse and loosely cemented, containing rounded jiebbles u]) to six inches in diameter. The shale is sandy and occurs as tliin layers interbedded with the sandstone and conglomerate strata. The south end of this site consists of sandstone and conglomerate with interbedded slialey layers very similar to, if not identical with, the formations exposed on the north side of the river. The rocks on tlie south side are exposed only in a small area on the point of a long, narrow ridge extending northwest from the hills to the south into the river valley, and around which the river bed has been deflected in a broad curve. Except for the small area of rock exposed on its north ])oint. this ridge or ''neck" is entirely covered by Quaternary terrace gravels and recent alluvium which obscure the underlying rock formations. The topography suggests that the river formerly flowed in a south- west direction between the Kiver Bank Camp and the Green River Camp, and passes south of the point of this ridge. If this is true, there would be an old erosion channel between the north end of the I'idge and the edge of the hills on the south, which is now filled with I'iver alluvium. Such a channel would be a serious obstacle to the construction of a dam at the site. The existence or nonexistence of such a filled channel could be definitely determined by core drilling. f^itc 5. The topography at site 4 is strongly suggestive of a fault at til is locality, as shown on Plate 22. The occurrence of the isolated hill of rock at the north end of the neck of land also indicates faulting. The north side of the canyon at site 5 consists of dark bluish-gray clay-shale, somewhat diatomaceous. dipping steeply to the northeast at an angle of about 68°. The strike of the strata varies from N. 70° W. to N. 80° W. The shale, which is of Upper Puente age, weathers easily to a yellowish or buff colored clay. Tt contains considerable gy|)sum, which occur.s as thin di.scontinuous seams along the bedding- l)lanes. A noteworthy characteristic of the shale at this locality is the fact that although wlien freshly uncovered it is fairly hard and free from fractures, it develojis innujuei-able intersecting, cui'ved fractures within a few days after exposure to the air. In the course of a few weeks of exposure to the air it crumbles or slakes to a mass of small 254 DWISION OF ENGINEERING AND IRRIGATION fragments. The fresh shale, in ])laces, is impervious to water as shown by the fact that cores of the material obtained in a bore-hole beneath the river bed were quite dry. Samples, when immersed in water, showed no tendency to decrepitate. High banks composed of the shale are exposed on the north of the Santa Fe railroad tracks at this locality where the rock has been quarried by steam shovel for brick manufacture. The face of the cliff shows considerable sliding? and movement, but this is in large part due to heavy blasting in connection with excavating operations. The ^veathered shale, when wet by the rains, forms a sticky clay which may cause landslides where the slopes are steep. The shale is conformably overlain by a coarse, pebbly gray sand- stone. The contact between the sandstone and shale is exposed on the hill near Chester siding. This contact strikes southeast across the river and passes up the gulch east of River Bank Camp. The formation at the southeast end of site 5 consists of coarse arkosic sandstone interstratified with conglomerate beds, and some thin beds of tine, shaley sandstone. This sandy formation underlies the shale member described in the preceding paragraph. The contact between the shale and this lower sandstone-conglomerate member lies beneath the river bed at the north end of site 5, but is exposed in the first small gulch southwest of River Bank Camp (see Plate 22). A dam built at site 5 would necessarily cross this shale-sandstone (or conglomerate) contact at some point near the middle of the river channel. Such a contact beneath the dam would be a zone of possible seepage which should be avoided if possible. Since this contact would not be encountered at site 6, which immediately adjoins site 5 on the north- east, it is believed that site 6 is the more desirable of the two. Site 6. The north end of site 6 coincides with that of site 5 and is located in the shale near Chester siding on the north bank of the river M'here the river course bends from south to west. The description of the conditions at the north end of site 5, given in the paragraphs imme- diately preceding, will also apply to the north end of site 6, and there- fore need not be repeated here. At the southeast end of site 6 the rock consists of the same shale as at its north end. The shale formation extends continuously across the river channel (although concealed by river sediments in the bed of the stream) and outcrops on the south bank of the river in the point of the hill just south of River Bank camp. The shale at this point has a strike of about N. 50° W. The dip is 80 degrees to the northeast. The shale beds cross the river approximately normal to its course and stand almost on end, with a dip of from 75° to 80° tqjstream. The strike of the shale and overlying sandstone bends to the south on the southeast side of the river. Thus it would be possible to locate a dam at this site so that the dam would be underlain by the shale throughout its entire length. The dam would be nearly parallel to the strike of the shale strata. The latter would lie in such a position (i. e., broadside to the river, with a steep dip upstream) that each stratum would act somewhat as a natural cut-off wall. The Puente-Whittier fault passes about 9000 feet to the south of the southeast end of this site. There are three rather serious disadvantages to this site. (1) The to])ogi'a])hy of the shale hill on the north bank of the river indicates that small landslides have occurred there within recent years. This SANTA ANA INVESTIGATION 255 may be in part due to recent blasting:, but since the shale (|uickly weathers to clay and slips easily when exposed on steep slopes, in case this site is selected it would be desirable to excavate the north bank until the slope of the surface is reduced to the angle of repose cor- respondinar to that of the weathered wet shale. The abutments of any dam built on site 6 should be anchored far into the shale on both sides of the river in order to get as far as possible beyond the zone of weathering and fracture. (2) The peculiar character of the shale which causes it to crack and crumble soon after it is exposed to the air. (3) The topographic relation along the west bank of the river just west of the northwest end of site 6. and along the large arroyo, immediately east of River Bank Camp, on the east side of the river, strongly suggest the existence of an east-west fault. By reference to the map it will be seen that this arroyo, to the east of site 6, and the conspicuously straight east-west course of the north bank of the river just west of site 6, are almost exactly in line with each other. Furthermore the two series of terrace gravels which cap the hills on the north and south sides of the arroyo, while composed of similar material, are at gjeatly dif- ferent elevations. The terrace gravels on the south side of the arroyo are 50 to 100 feet higher than those on the north side of the arroyo. Further evidence of the existence of such a fault is seen in the change of direction of strike of the formations on the east side of the river. If a fault exists along the line indicated (and direct proof of its existence is not obtainable at the surface), it would pass directly under site 6. Test borings to a depth of 150 feet below the river bed are being conducted at this site as this report is written. (See Plate T, page 74.) The depth of sand and gravel in the river bed (depth to bed rock) varies from 50 to 82 feet. Final decision as to the geological suita- bility of the site will necessarily depend upon the results of these borings. Hole Xo. 6 (see Plate 22) showed shattered, or broken shale. Since the location of hole Xo. 6 is on the projection of a line of probable faulting, the finding of broken shale in this hole is an additional evi- dence of the existence of such a fault. Site 7. Site 7, known as the Prado site, has been studied by others pre^^ous to the present investigation. The rock at the west end of this site consists of medium hard, gray, thin-bedded sandstone with inter- stratified layers of dark graj' shaley sandstone. The formation has a strike of 80° W. and dips to the northwest at an angle of from 75° to 80°. The texture and composition of the sandstone varies from coarse to fine within short distances and the individual strata, which are never more than 18 inches thick, show considerable differences of hardness. The shaley phase of the formation is the hardest, although none of it could properly be described as hard. The topography of the surface at the west end of the site consists of steep, smooth, grass-covered slopes. The sandstone weathers to a dark soil and does not form bold outcropping ledges on the west side of the river as it does at places in the old river bank on the east side. The formation at the east end of this site consists of the same series of sandstones as those which occur at the west end. The strike of the strata is approximately the same on both sides of the river, and the rock strata extends across the river approximately normal to its course. 256 DIVISION' OF ENGINEERING AND IRRIGATION The angle and direction of dip is approximately the same (75° to 80° N. E.) on both sides of the river. The texture of the rock is different on the two ends of the site because the two ends are not on the same stratum or group of strata. This is due to the fact that the axis of the proposed dam is not parallel to the strike of the strata, but crosses the strike of the strata on an acute angle. Therefore the rocks which outcrop at the east end of the site do not re])resent the same strata as those at the west end. The sandstones at the east end contain some thin conglomeratic beds and are coarser and softer than the sandstone strata at the west end. Samples of all the various textural phases from both ends of the site were collected and examined. None of the samples consist of hard rock and all of them crumble or "slake" to loose sand when immersed unsupported in water for a few hours. Plate T, page 74, shows the profile of the river at site 7, and also shows the location of and results obtained from bore-holes which were drilled to test the subsurface formations at this site. The river allu- vium is about 20 feet thick on the west half of the river bottom and 70 to 80 feet thick on the east half. The bed rock formations encountered below the river-bed are the same as those which outcrop on both banks. Core samples obtained from the bore-holes indicate that beneath the river-bed the sandstone strata vary in hardness and texture as they do at the surface. There is strong evidence of faulting along the bed of the canyon at site 7. This evidence is as follows : (1) The topography of the west side of the canyon at this locality lines up with the straight, steep, west side of a long gulch of peculiar topographic contour on the east side of the river to the south of sites 5, 6 and 7. (2) Borings (see Plate T) show a sudden drop of 60 feet in the river-bed, which lines up with the topographic feature mentioned under (1). (3) Extensive Quaternary terrace gravels on the east side of the river at site 7, are found at approximately the same elevation as are similar terrace gravels several miles to the northeast on the east side of the Chino fault. These terrace gravels are entirelj' missing on the west side of the river at site 7. The Chino fault passes 2500 to 3000 feet to the northeast of the site. This fault is of major magnitude, and there is evidence of recent move- ment along it. Therefore any dam located in the upper end of the canyon would be in a possible earthquake zone, should future slipping occur along the Chino fault. There would also be some danger of landslides at site 7, due to the fact that the sandstone sloughs to loose sand when wet. If there should be considerable recession of the water level in the reservoir, the saturated sjuidstone sidewalls might tend to slough and slide in. This might be the cause of considerable difficultv in obtaining a secure tie-in of the dam abutments. Sites 8 and 9. Because of the almost identical character of the geological conditions at these two localities, they are here discussed together. The formation around the north ends of the.se sites consists of sand- stones and conglomerates, with a few thin shalev beds. These rocks SANTA ANA INVESTIGATION 257 ,110 overlain by a covorin}]: of Quaternary terrace gravels. The bed- rock at tlie noi'th ends of tlie sites is covered by the terrace gravels cverywhore oxeo]it for a f(>w scattered outcrops near the mouths of the two arroyos north of the railroad. Beneath the terrace srravels. the sandstone and conglomerate beds (lip to the south at angles varying between 40° and 60°. The strike of the strata is about X. 70° W. North of the railroad, beneath the terrace gravels, the dip of the sandstone strata probably steepens considerably. At the south end of sites 8 and 9 the same soft sandstone formations outcrop as are found north of the river, but with the addition of an ovei-lyiuLT shale member. The shale-sandstone contact lies approxi- mately along the line of the higlnvay. The shale occurs mostly south of the highway and the sandstone to the north, between the highway and the river. The rocks dij) in various directions and at various angles due to faulting and folding. The sandstone which is well exposed in the river cliffs below the highway at this locality is soft and crumbly, and contains very little cementing material. Some of the strata are so incoherent that samples can not be obtained because the rock crumbles to loose sand when broken out of the bank. All of the sandstone here rapidly slakes or crumbles to loose sand when immersed in water. Two small faults occur between the south ends of sites 8 and 9. The larger of these faults crasses the highway at the south end of site 9 and trends about X. 50° E., crossing the line of site 8 in the river-bed below the high embankment. This faulted condition of the formation explains its broken and crushed appearance. The faulting, together with undercutting of the high vertical embankment by the river, has resulted in a series of landslides, which have occurred immediately west of the south end of site 9. Four bore-holes were drilled in the river-bed along the axis of site 8, to test the formation beloAV the river alluvium. The locations of these bore-holes are shown on Plate U, page 75. The records of for- mations encountered in these bore-holes are given in the table at the end of this report. X^o cores could be obtained from any of the holes due to the soft- nes,s of the rock and lack of cohesion of the sand grains composing it. The average depth of the river alluvium is about 70 feet in the river bottom. The faulted and crushed condition of the rock, and the occurrence of landslides on the south bank of the river at this locality, and also the very soft, incoherent nature of the sandstone which constitutes the bed-rock formation, all indicate that these sites are not desirable. Site 10. The formation at the northeast end of this site is the same as that at the north ends of sites 8 and 9, described in the preceding paragraphs, and is covered by the same terrace gravels. The rocks at the southwest end of site 10 consist of the same sand- stone and overlying shale which occur at the south ends of sites 8 and 9. At site 10, however, the structural relations are much more favor- able than at sites 8 and 9. The shale on the hill south of the highway at the .southwest end of site 10 is harder, more massive, and of a whitish or light buff color. At this point the shale strikes about X. 65° E. and dips to the northwest at an angle of about 85°. The sand.stone 258 DIVISION OF ENGINEERING AND IRRIGATION series which underlie the shale does not outcrop at the southwest end of site 10 because it is covered there by recent alluvium and terrace gravels. This sandstone series outcrops near the intake of the Ana- heim Canal, about half way between the northeast and southwest ends of site 10, close to the west bank of the present channel of the river. At this place rather hard, brown sandstone is interbedded with soft, buff, shaly sandstone containing thin beds of sandy shale. The strike of the strata near the canal intake is N. 75° E. and the dip is about 80° northwest. The strike of the formation at this place is approxi- mately parallel to the axis of the dam site, which is a favorable condi- tion. The strata stand almost on end and broadside to the river. By reference to the dip arrows around site 10, shown on Plate 22, it will be seen that the sandstone and shale strata which comprise the bedrock formation in this locality are folded into a series of nearly parallel anticlines and synclines. The axes of these folds follow approximately the broad curving trend of the river valley. Any dam which might be built on this site would cross the axis of a large syn- cline about 700 feet southwest of the private road which skirts the point of land at the northeast end of the site. This synclinal condition is not in itself unfavorable to dam construction provided the rock along the axis of the fold is not crushed or broken. Since the axis of the fold lies beneath the river-bed, the condition of the foundation along this (fold can only be determined by core-drilling. Therefore it is strongly recommended that before any construction work is undertaken at site 10, a series of core-drill samples of the bedrock should be obtained from holes bored at close intervals along the axis of the pro- posed site. Churn-drill samples would be of little value here since they would not give the information desired, i.e., the condition of the bed- rock as to fractures, joints, and possible faults along the axis of this syncline. The topographic conditions at site 10 on first inspection seem less favorable than at localities 8 and 9. However, careful examination of the surface conditions reveals the fact that at sites 8 and 9 the surface has been subject to landslides and slumping because of the steep unsupported slopes on the south side of the river. At site 10 there would be little danger of landslides because of the more gradual slopes, and because of the more favorable structural condition of the strata. The Puente-Whittier fault passes about 3000 feet to the northeast of the north end of site 10. There is some topographic evidence of faulting in the vicinity of the terrace at the north end of sites 8, 9 and 10, but definite geological evidence is obscured by the heavy deposit of terrace gravels which cover the bedrock formations. Sites 11 and 12. Sites 11 and 12 are very near each other, have their south ends identical, and the geologic conditions at both localities are quite similar. Therefore they can be conveniently described under one heading. The north ends of sites 11 and 12 are both in an area of sandstone overlain by poorly stratified, horizontal, unconsolidated Quaternary gravels and sands. The formation beneath the gravel consists of a fine-grained, gray to buff-colored sandstone, with interbedded thin SANTA ANA INVESTIGATION 259 layers of shalo. Certain of tlie sandstone strata contain numerous lar^re. round concretions, ^vhich are particularly conspicuous in the railroad cut a few hundred feet east of Horseshoe Bend station. At the north end of site 11, which passes near Horseshoe Bend station, tlie underlyinsr sandstone exposed at the foot of the river bank strikes about X. 60° E., and dips to the northwest at an angle of about 47.° There is a small synclinal axis about 250 feet northwest of this point beyond which the sandstone dips in the opposite direction (to the southeast), but the strike remains unchanged. Still further northwest, on the edge of the hill north of the railway tracks, the strike of the sandstone is nearly north and south, and the dip is about 13° west. The abrupt changes of strike and dip of the formation within such short distances are probably due to the influence of a fault which bounds the sandstone on the north and which is well exposed in the railroad cut about 1000 feet east of Horseshoe Bend station. The north end of site 11 is about 400 feet from the fault. Site 12 is farther from this fault. Another fault probably passes beneath the river-bed in a general east-west direction, near the north ends of sites 11 and 12. Both of these faults are shown on Plate 22. There is no evidence of recent movement along either of these faults. The north end of site 12 passes through a prominent point of land on the north bank of the river, near the point where a well was drilled for oil some years ago. At the base of the embankment, near the river level, on the nose of the point, a fine-grained, gray to buff, soft sand- stone with interbedded shaley layers is well exposed. The strike of the sandstone here is not constant, but changes from S. 40° W. to S. 10° E.. and the dip varies from 33° northwest to 15° .southwest. Above the sandstone on the terrace above the river and also on the hills north of the railroad, only loose terrace gravels are exposed, which com- pletely mask the underlying bedrock. The south end of site 12 coincides with the south ends of sites 11 and 10. This locality has already been described under site 10. Between the two ends of site 12 in the low bluff near the Anaheim irrigation canal, between the paved highway and the river, the bedrock is well exposed. Here the ^ame soft gray sandstones and interbedded shales exhibit a constant strike, nearly west and east, parallel to the canal. The strata dip uniformly to the south at angles varving between 40° and 60°. ^ By reference to Plate 22 it will be seen that any dam built along sites 11 and 12 would cross the axes of three folds — a syncline near each end and an anticline in the center of the river valley — and at least one fault. The axes of these folds and faults follow approxi- mately the trend of the river valley and since the average strike of the strata must be approximately parallel to the axes of the folds, it follows that the average strike of the strata beneath the river valley is also approximately parallel to the trend of the valley itself. The structural condition implies that the individual rock strata between the two ends of sites 11 and 12 are tilted at various angles with their edges parallel to the valley instead of broadside to it. As previously stated, such an attitude of the strata is regarded as less desirable for dam construction than where the strata stand broadside to the canyon. 260 DIVISION OF ENGINEERING AND IRRIGATION Any dam built on strata in the position of those at sites 11 and 12 would have to cross very many separate strata. Since bedding planes, or planes of stratification, are sometimes planes of weakness or of seepage, this type of geological structure is not so favorable for secur- ing an efficient cut-off. The conditions in regard to possible faulting at sites 11 and 12 are somewhat doubtful, due to the fact that about one mile west of site 12 there is evidence of a fault trending along the river valley and striking toward sites 11 and 12. Because of the thick deposit of river alluvium which covers and obscures all the bedrock formations beneath the river vallej', it will be impossible to determine whether such a fault, if it does exist, extends as far east as sites 11 and 12. Even core-drilling may fail to settle this question since the bedrock formation at sites 11 and 12 would probably be the same on both sides of any fault at this point. On the other hand, the occurrence of the same formation on both the north and south sides of the river valley at sites 11 and 12 indicates that if a fault exists beneath the valley alluvium it must be one of small throw and relatively small displacement, ^^'ith correspondingly little danger of any future movement along it. The Puente-Whittier fault passes about 3500 feet to the northeast of the north end of site 11, and about 4500 feet to the northeast of the north end of site 12. Suitmiary and Conclusions. All the possible sites in the- lower canyon of the Santa Ana River exhibit one or more undesirable geo- logical features. This is chiefly because of (1) the soft and poorly cemented nature of the rocks throughout the canyon and their lack of resistence to weathering and erosion; (2) the folded and distorted atti- tude of the strata at many localities in the canyon; (3) the entire pbsence of any continuous, hard, massive strata; and (4) the existence of numerous faults both large and small, throughout the entire area. Notwithstanding the fact that the general geological conditions are unfavorable for certain types of dams, if the major fault lines are avoided it is believed a site may be selected which will be safe, provided the dam is specially designed to meet the particular set of geological conditions existing at the site selected. Of the twelve possible sites studied in detail all those lying within the middle portion of the canyon (sites 1, 2, 3 and 4) are considered undesirable on account of their proximity to the Whittier fault, which is the major fault of the area. This leaves the upper and lower ends of the canyon as the only locations where dam construction should be considered. Of these two general areas, the upper end is considered less desirable for dam con- struction because of the rather close proximity of the Chino fault Avhich passes near Prado station, about 2500 feet east of the upper end of the canyon. Any dam built at the upper end of the canyon would lie between two major faults (the Whittier and Chino faults) and within about 2500 feet of one of them (the Chino fault). It will be practically impossible to find any site in the canyon which is not either on or very near to one of the numerous faults which traverse the rocks of the entire region. Most of these faults, however, SANTA ANA INVESTIGATION 261 are of local extent and inactive, and are not necessarily a menace to the construction of dams specially dcsififiu'd to meet existinp; conditions. Of the i)ossil)l(' sites at the nipper end of the cajiyon, sites 6 and 7, or some other site in the immediate vicinity of (i or 7, seem to offer the only top(>>rraphic and geological conditions worth further consideration. Final judgment as to whether any of these upper sites are suitable must be reserved until the results are obtained from certain excava- tions to be made to expose and study the formations. Also, it would be desirable to obtain more specific information as to the behavior of the sandstone and sandy shale, which constitute the side walls and bedrock of the upper end of the canyon in an open cut-off trench, and at the dam abutments when the reservoir level is lowered. Of the five possible sites near the lower end of the canyon, sites 10, 1 1, and 12 seem to offer the fewest objectionable features. As in the case of the sites near the upper end, final judgment will again depend upon the results obtained from careful core-drilling to determine the exact nature of the bedrock beneath the alluvium of the river-bed and beneath the terrace gravels on the north bank. Such core-drilling should be carried to a depth of at least 100 feet into bedrock, which may mean 200 feet beneath the river. Further information on the behavior of the bedrock at sites 10. 11, and 12, in open cut-off trenches should also be obtained. It is also highly desirable to obtain good samples of the bedrock of sites 10, 11 and 12 upon which to make porosity and crushing tests. At all of the possible sites in the lower canyon of the Santa Ana River the rock formations are soft and exhibit certain textural weak- nesses. Therefore, regardless of what site may be finally selected it is recommended that special efforts be made to obtain complete data on the detailed conditions present through further drilling, trenching, or shaft sinking, and tests on the rock. Special care should be exer- cised to carry the cut-off wall into the bedrock for a greater distance than is usual in the case of granite 'foundations, and to anchor both ends of the structure as far as possible into the rock of the canyon walls beyond the zone of weathering and possible slumping. Logs of Formations Encountered in Bore-Holes Drilled at Site 8 Hole 1 - 13.3 feet — silt and sand. 13.3- 45 feet — sand. 45 — 54 feet — coarse sand. 51 — 61 feet — sand. 61 — 73 feet — Sand with some gravel. 73 -123 feet — soft sandstone. 123 -131 feet — sandy shale. 131 -151 feet — soft sandstone. Xo cores could be obtained. Hole S 0—20 feet — medium sand. 20 — 40 feet — clean medium sand. 40 - 48 feet — medium sand with some grravel. 4 8 — 55 feet — coarse sand. 55 — 69 feet — fine gravel and sand. 69 - 70 feet — clay, shale and fine sandstone (core). 70 - 74 feet — sand (core). 74 - 80 feet — shale. 80 - 86 feet — shale (core). 86 - 90 feet — sandy shale (core). 90 — 97 feet — whitish fine sand, no clay. 97 -120 feet — whitish fine sand, no clay. Hole S 0-5 feet — red clay silt. 5 - 12 feet — red clay silt, sandy. 12 - 20 feet — clean white sand. 262 DnasiON OP engineering and irrigation 20 - 25 feet — medium sand with I" gravel pebbles. 25 — 30 feet — medium sand. 30 — 35 feet — fine sand, gray. 35 - 40 feet — tine sand, gray. 40 — 55 feet- — medium sand. 55 — 60 feet — medium sand, gray or blue. 60 - 65 feet — fine sand, bluisli. 65 - 70 feet — fine sand. Bedrock soft, would not core. „ ^ Hole -', - 8 feet — river sand. 8 - 28 feet — sand and gravel. 28 - 40 feet — gravel. 40 — 48 feet — sand and small gravel. 48-67 feet — gravel. 67 — 69 feet — brown sandstone. 69 - 70 feet — red sandstone. 70 - 74 feet — fine blue sandstone. 7 4 - 84 feet — brown sandstone, a few boulders and large pebbles. 84 - 85 feet — brown sandstone, a few boulders and large pebbles 85 - 88 feet — blue sand. 88 — 93 feet — fine sand and red clay. 93 — 97 feet — coarse wliite sand. 97 —105 feet — red clay and fine sand. 105 -117 feet — sandv shale — not much clay. (67-117 bedrock.) Logs of formation encountered in bore-holes drilled at Site (Chester Site) Hole 5 feet — coarse sand, feet — clean, white coarse sand, feet — sand with some gravel, feet — coarse sand similar to top sand, feet — coarse gravel up to 3" diameter, feet — coarse gravel (blasted on account of boulders). feet — coarse gravel with rusty cement binder (boulders up to 10" dia ) feet — loose sand and boulders. Bedrock at 82'. feet — dark gray, soft clay shale, feet — dark gray, harder clay shale, feet — dark gray, hard clay shale with few paper-thin streaks of white sand, feet — Dark gray, hard clay shale (dip 73 degrees), feet — dark gray, hard clay shale (dip 80 degrees). feet — dark gray, hard clay shale (dip SO degrees) with very little sand. feet — dark gray, hard clay shale (dip 80 degrees), feet — dark gray, hard clay shale (dip 85 degrees) slightly .sandy, feet — dark gray, soft clay shale (bottom of hole). Hole 6 feet — coarse river sand. feet — coarse river sand and fine gravel. feet — tight gravel with clay and boulders. feet — clay and gravel with yellow clay binder. feet — coarse gravel (bedrock at 52'). feet — dark gray soft clay shale (dip SO degrees). feet — dark gray harder clay shale — slightly sandy. feet — -dark gray hard clay shale. feet — dark gray hard clay shale (dip 75 degrees) slightlv sandv. feet — dark gray soft clay shale — would not core. Possible "fracture zone. teet — darlv gray hard clay shale. feet — dark gray hard clay shale (dip 75 degrees). Hole 7 feet — fine sand, feet — coarse sand, feet — medium sand. feet — gravel and boulders (bed rock at 82') feet — dark gray clay shale ; weathered. feet — dark gray hard clay shale, slightly sandv (dip 75 degrees), feet — dark gray hard clay shale, feet — dark gray soft clay shale. feet — dark gray soft clay shale with some conglomerate, feet — dark gray harder clay shale with slight amount of sand. feet — dark gray soft clay shale, feet — dark gray soft clay shale, feet — dark gray hard clay shale, feet — dark gray soft clay .shale; broken (bottom of hole.) Role 8 feet— medium size river sand; no gravel (bedrock at 65'). feet — dark gray soft sandv shale. feet — dark gray hard shale (no dip visible in cores), feet — dark gray hard shale (no dip visible in cores). Note.— About half of the water pumped into the hole seeped out at 117' All of :i7^A''^^ seeped out at 124', indicating a fractured or faulted zone between 117' - 10 10 - 18 18 - 23 23 - 28 28 - 34 34 - 57 57 - SI 81 - 82 82 - 95 95 -111 111 -114 114 -117 117 -131 131 -136 136 -148 148 -156 156 -158 - 7 7 - 30 30 - 39 39 - 50 50 - 52 52 - 58 58 - 67 67 - 83 83 - 87 87 - 90 90 - 97 97 -102 - 10 10 - 70 70 - 80 80 - 82 82 - 84 84 - 90 90 - 95 95 -102 102 -105 105 -111 ni -118 118 -121 121 -127 127 -132 - 65 65 - 70 70 - 77 77 -100 Note. — the ' water and 124'. - 62 62 - 63 63 - 68 68 - 73 73 - 83 83 - 89 89 - 93 93 -100 SANTA ANA INVESTIGATION 263 t Hole 9 0—36 feet — coarse river sand. :!6 - 45 feet — white packed sand. 45 — 58 feet — coarse sand with some houldcrs ; blasted (bedrock at 58'). 38 - 67 feet — dark gray soft clay shale; broken cores; dip 85 degrees. 67 - 85 feet — dark gray hard clay shale ; dip 85 degrees. 85 - 90 feet — dark gray hard clay shale ; dip 85 degrees. Hole 10 (250 feet northeast of hole 9) 0-13 feet — river sand (bedrock at 13'). 13 — 20 feet — soft sandstone ; no core obtained. 20 - 30 feet — yellowish, soft clay shale. 30 — 38 feet — dark gray soft sandy shale. 38 - 46 feet — dark gray soft sandy shale. 4G - 56 feet — dark gray soft sandy shale (poor cores). 56 - 66 feet — dark gray harder shale ; fractured. 60 - 72 feet — dark gray harder shale ; fractured. 72 - 75 feet — dark gray soft shale. Note. — The hole is located on the north edge of the shale formatif)n at the contact Willi the overlying sandstone. The entire core shows a softer, more sandy formation than the preceding cores, due to the fact that the hole is near the sandstone contact. Hole 11 0-9 feet — river sand (bedrock at 9'). 9—20 feet — yellowish weathered clay shale. 20 - 52 feet — dark gray, fairly hard shale with slight amount of sand. Cores badly broken. Hole 12 (280 feet northeast of hole 8) feet — fine river sand. feet — gravel. feet — coarse gravel with boulders (bedrock at 68'). feet — hard sandy shale ; dip 85 degrees. feet — conglomerate. feet — hard sandy shale and sandstone (no core obtained). feet — soft sandy shale. feet — soft sandy shale (broken cores). XoTE. — This hole is in the contact zone, or immediately north of the contact between the shale formation and the overlying sandstone. Logs of Formations Encountered in Bore-Holes Drilled at Site 12 (Lower Prado Site.) (Drilled With Churn Drill. No Cores Obtained.) Hole 1 feet — gravel, sand and silt; some boulders (bedrock at 49'). feet — dark clay shale feet — sandstone. feet — soft clay shale. feet — dark gray shale. feet — sandstone. feet — hard gray shale. feet — hard sandstone. feet — hard sandy shale. feet — shale containing coarse sand. feet — sandstone. feet — hard massive shale. feet — softer shale containing a little sand. feet — shale with thin sandstone layers. feet — hard sandstone. feet — dark gray clay shale. feet — dark gray clay shale. Hole 2 feet — coarse sand and gravel, with some boulders. feet — dark gray soft clay shale. feet — sandstone. feet — dark gray clay shale. feet — sandy shale. Hole S feet — grravel, sand and clay. feet — water-gravel containing boulders up to G". 75 - 77J feet — boulders and gravel (bedrock at 77J'). Hole Jia, ib, ic Drill could not penetrate boulder bed between 24' and 30'. Hole Jid (near ia, .)& and ^c) - 11 feet — river sand. 11 - 15 feet — river sand and big boulders. 15 — 25 feet — river sand and gravel. 25 — 30 feet — coarse gravel with some boulders. 18—63685 - 49 49 - 50 50 - SOJ 50i - 51 51 - 70 70 - 71 71 - 75 75 - 755 75i - 80 80 - 86 86 - 87 87 -114 114 -124 124 -138 138 -139 139 -180 180 -200 - 59 59 - 62 62 - 64 64 - 65 65 - 85 - 40 40 - 75 L>64 DIVISION OF ENGINEERING AND IRRIGATION 30 - 35 feet — sand and gravel. 35 - 42 feet — sand. 42 — 52 feet — sand and boulders. 52 — 60 feet — gravel and l)Oulders. 60 - 70 feet — gravel and boulders up to 10". 70 — 75 feet — gravel and boulders up to 6". 75 - 80 feet — gravel and boulders up to 4". 80 - 82 feet — coarse river s-and (bedrock at 82'). 82 — 96 feet — soft gray sandstone, somewhat shaley. !)6 -104 feet — dark gray sandy shale and shaley sandstone. 10-1 -106 feet — dark gray sandy shale. 106 -111 feet — dark gray shaley sandstone. Ill —124 feet — dark gray clay shale. 124 -127 feet — dark gray sandy shale. 127 -130 feet — dark gray shale. 130 -133 feet — dark gray soft shale. 133 —135 feet — sandstone. 135 —141 feet — dark gray sandy shale. 141 -147 feet — dark gray shale. 147 -150 feet — dark gray sandy shale (bottom of hole). Hole 5 - 10 feet — silt and loam. 10 — 15 feet — coarse sand and gravel. 15 — 20 feet — coarse sand and gravel (few 3" boulders). 20 — 25 feet — coarse sand and gravel. 25 — 30 feet — coarse sand and gravel with some clay streaks. 30 — 35 feet — coarse sand and gravel. 35 — 40 feet — coarse gravel (with some 10" bounders). 40 - 45 feet — coarse gravel (with some 8" boulders). 45 — 50 feet — coarse gravel (with some 6" boulders). 50 — 55 feet — coarse gravel (with some 2" boulders). 55 — 60 feet — sand and gravel (with some 4" boulders). 60 — 66 feet — sand and gravel (bedrock at 66'). 66 — 73 feet — sandstone with some shale streaks. 73 - 77 feet — sandy shale. 77 - 78 feet — sand and shale. 78 - 85 feet — hard shale. 85 — 95 feet — sandstone (soft). 95 -100 feet — shale. 100 -115 feet — sandstone. 115 —117 feet — sandstone and shale. 117 -132 feet — hard shale. 132 -135 feet — shale and sandstone — thin layers interbedded. 135 -150 feet — hard dark gray shale. 65 PLATE 22 JSTA L\\'E?TIGATION Geology OF the: or THE Santa Ana River Prepared by E. K SOPER ^ ftCALi. IN I HUui./^ND^ Ot- FF.gT I of at, Qd be he ca- .Ir. I )ns the are ide xis the )les )les ove ble lale but )les eep ver was licb nda idea irge Idle )oth any and not i. in the ighi this. md- this rsed for the ;ince PL.\Ti: U2 SANTA ANA INVESTIGATION 265 SUPPLEMENTARY REPORT* December 1, 1928. Tn the summary of my report on the {jeolojjy of the lower canyon of the Santa Ana Kiver. suhmitted July 2, 1928, it wa.s pointetl out, \)ngo 261, that thuil judgment as to whether any of the sites studied and described would prove to be suitable for dam construction should be reserved until the I'esults were obtained from excavations then being made to expose the bedrock foi'mations in certain places beneath the overlyiuiT numtle of terrace and river gravels. Since the above-mentioned report was submitted, most of the exca- vations referred to have been completed under the supervision of Mr. Chester JMarliave, geologist for the Orange County Flood Control. I have recently had an opportunity to examine the bedrock formations exposed in these excavations, and in this supplementary report the conclusions reached from a study of these exposures of bedrock are set forth. Site 6 (Chester Site). On page 255 of this report, reference is made to certain test-holes which were bored in the river bed along the axis of Site 6, in order to obtain additional data which might bear upon the possible existence of a fault across the river at this site. Eight holes were drilled in the river bed at Site 6. The locations of these holes are shown on Plate 22. The data obtained from the eight holes above mentioned did not show definite evidence bearing upon the possible existence of a fault at this location. In holes 5, 7, and 10 the shale was found to be slightly fractured near the bottom of the holes, but the fracturing could be due to causes other than faulting. The samples of shale obtained from the holes were tough and fairly hard. After the completion of the eight test-holes above mentioned, a deep trench was excavated across the arroyo, immediately east of the River Bank Camp, and north of the south end of Site 6. This trench was located in such a position that it woidd cross any east-west fault which might extend up this arroyo. Bedrock was encountered at both ends of thLs trench for a distance of about 40 feet outward from the siden of the arroyo. Because of the depth of the alluvium and the large quantity- of water encountered, bedrock was not reached in the middle part of the trench. A careful examination of the bedrock at both ends of the trench shoAved no evidence of faulting, nor breaks of any kind. The bedrock in the north end of the trench is sandstone, and in the south end, sandstone alternating with shale. This test was not absolutely conclusive, since the trench did not expose the bedrock in the central part of the arroyo. The topography, and especially the Quaternary terrace gravels, suggest that an east-west fault might extend along the arroyo, but the rock exposures do not confirm this. Site 7 {Upper or Prado Site). A deep trench was dug in the sand- stone bedrock formation at the east end of Site 7. The purpose of this trench was to study the action of the sandstone bedrock when immersed in water. The trench wa.s filled with water, and after standing for one month there was no evidence of sloughing of the sandstone on the sides of the trench under the water. This was rather surprising since • By E. K. Soper, i i 9 If H 1] 12 12 13 13 13 14 14 4 4 5 5 6 6 7 7 7 8 9 10 11 11' 13: 13 aH303J 1 .M SANTA ANA INVESTIGATION 265 SUPPLEMENTARY REPORT* December 1, 1928. In the summary of my rojiort on the proolofry of the lower canyon of the Santa Ana Kiver, snbmitted Jnly 2, 11V28, it wa.s pointed out, page 261. that tinal judgment as to whether any of the sites studied and described woukl prove to be suitable for dam construction should be reserved until the results were obtained from excavations then being made to expose the bedrock formations in certain places beneath the overlying mantle of terrace and river gravels. Since the above-mentioned report was submitted, most of the exca- vations referred to have been completed under the supervision of Mr. Chester IMarliave, geologist for the Orange County Flood Control. I have recently had an opportunity to examine the bedrock formations exposed in these excavations, and in this supplementary report the conclusions reached from a study of these exposures of bedrock are set forth. Site 6 (Chester Site). On page 255 of this report, reference is made to certain test-holes which were bored in the river bed along the axis of Site 6, in order to obtain additional data which might bear upon the possible existence of a fault across the river at this site. Eight holes were drilled in the river bed at Site 6. The locations of the.se holes are shown on Plate 22. The data obtained from the eight holes above mentioned did not show definite evidence bearing upon the possible existence of a fault at this location. In holes 5, 7, and 10 the shale was found to be slightly fractured near the bottom of the holes, but the fracturing could be due to causes other than faulting. The samples of shale obtained from the holes were tough and fairlv hard. After the completion of the eight test -holes above mentioned, a deep trench was excavated across the arroyo. immediately east of the River Bank Camp, and north of the south end of Site 6. This trench was located in such a position that it would cross any east-west fault which might extend up this arroyo. Bedrock was encountered at both ends of this trench for a distance of about 40 feet outward from the side* of the arroyo. Because of the depth of the alluvium and the large quantity of water encountered, bedrock was not reached in the middle part of the trench. A careful examination of the bedrock at both ends of the trench showed no evidence of faulting, nor breaks of any kind. The bedrock in the north end of the trench is sandstone, and in the south end, sandstone alternating with shale. This test was not absolutely conclusive, since the trench did not expose the bedrock in the central part of the arroyo. The topography, and especially the Quaternary terrace gravels, suggest that an east-west fault might extend along the arroyo, but the rock exposures do not confirm this. Site 7 {Upper or Prado Site). A deep trench was dug in the sand- stone bedrock formation at the east end of Site 7. The purpose of this trench was to study the action of the sandstone bedrock when immersed in water. The trench was filled with water, and after standing for one month there was no evidence of sloughing of the sandstone on the sides of the trench under the water. This was rather surprising since • By E. K. Soper, 266 DIVISION OF ENGINEERING AND IRRIGATION the same sandstone is soft and crumblj'- on the sides of natural embank- ments where it has undergone weathering under ordinary atmospheric conditions. As pointed out in the report, the topography and configuration of the river channel in this vicinity strongly suggest the possibility of a fault extending beneath the river bed, and parallel to the river valley at Site 7. However, if such a fault occurs, it can not be detected in the rock exposures, which indicate that the same formation is con- tinuous across the river valley here. Site 12 {Lower Site). At Site 12, seven deep pits are being exca- vated in order to ascertain the character of the bedrock and the depth of the terrace and river gravels overlying the bedrock at this locality. Pit No. 1 is located in the river bottom at the immediate base of the embankment on the north side of the river near the axis of the proposed dam. Pit No. 2 is located on the terrace above the embank- ment about 250 feet north of Pit No. 1. Pit No. 3 is located in the river bottom at the foot of the embankment on the north side of the river about 400 feet northeast of Pit No. 2. Pit No. 7 is located in the bottom of a small arroyo about 700 feet northwest of Pit No. 2. Pits Nos. 4, 5, and 6 are located on the terrace on the south side of the river, near the south end of the site. At the time this is written, Pits Nos. 1, 2, 3 and 6 are the only ones completed. Pit No. J. Pit No. 1 started in bedrock and was excavated in rock all the way to a total depth of 56 feet. The rock consists of alternating strata of sandstone and shale. The shale, which predominates, is quite hard and tough. It was necessary to blast this rock. Water, standing in the bottom of the hole for several weeks, had no apparent effect upon the shale which stood firmly in the vertical sides of the hole with no evidence of softening or sloughing. The formation is similar to that exposed near the river level at the bases of the terraces along the north and south ends of Site 12. The shale becomes harder at depth. Pit No. 2. Pit No. 2 reached a depth of 36 feet without finding' bedrock. River gravel, sand, and alluvium were penetrated. Water which seeped into the pit in large quantities prevented the workmen from deepening it to bedrock. Pit No. 3. The depth of Pit No. 3 is 34 feet. Bedrock was encoun- tered at 30 feet. The bedrock consists of the same alternating shale and thin layers of sandstone as found in Pit No. 1. The shale is massive, tough, and fairly hard, and similar to that encountered in Pit No. 1. Pit No. 6. Pit No. 6 exposed the bedrock at a depth of about 30 feet and shows that the strata dip towards the river at this point. The rock is sandstone and sandy shale. In addition to the deep pits described above, five bore-holes were drilled along the axis of Site 12 beneath the present river bottom. The logs of these holes and the formations encountered have already been given in this report. The lioles varied in depth from 77 to 200 feet. The formations encountered in these bore-holes are similar to those encountered in the four deep pits described above. SANTA ANA INVESTIGATION 267 The pits, l)ore-lioles. and other excavations indicate that the same formation of alternatinor shale and sandstone is continuous from the Tiortli to the south end of Site 12. Hard, tough shale predominates lieneath the river bed. On pa<;e 259 of the report, reference is made to the possibility of a fault beneath the river bod about one-half mile downstream from Site 12, extendintr in a preneral east-west direction alonp: the river bed, and which, if projected eastward, would pass near the north end of Site 12. The test-pits and bore-holes described above did not furnish any addi- tional evidence bearing on the existence or nonexistence of such a fault. The bore-holes in the river bottom, the locations of which are shown on Plate 22. were made with a ehurn-drill. and did not give very definite information regarding the hardness and character of the bed- rock beneath the middle of the river bed, nor did these bore-holes furnish any data bearing upon the possible existence of fractures in the bedrock beneath the center of the river bed. It is recommended that additional bore-holes be put down w^itli a core-drill along the axis of Site 12, in order to obtain, if possible, additional data bear- ing upon the existence or nonexistence of a fault beneath the river at Site 12. However, even core-drill holes might fail to settle this question of the possible eastward extension of the above-mentioned fault, since a fault line between two adjacent drill-holes might be missed. The topographic relations at Site 12 are less suggestive of faulting than at Sites 6 and 7. Moreover, if a fault exists here, the displacement is small. The question of the possibility of faults beneath the river bed at Sites 6, 7, and 12 must remain somewhat in doubt until a cut-otf trench is excavated to bedrock across the entire river valley. If faults extend along the river valley at one or more of these site.s, they are of the class commonly called "dead" faults, since the topography shows no indication of recent movement of the ground. The two best locations from a geological vie\\T)oint are Sites 12 and 6, with Site 12 oflfering the fewest unfavorable geologic features. It should be emphasized that the rock formations and geologic structure throughout the lower Santa Ana River Canyon are such that certain types of dams would be unsafe. The formations are nnsuited for withstanding heavy concentrated loads. On the other hand, the formations at Sites 12 and 6 should safely withstand heavy loads well distributed. Finally, any dam to be constructed should be specially designed for the special set of geological conditions existing at the site selected. PART III HYDROGRAPHIC DATA CHAPTER 1 UNPUBLISHED DISCHARGE RECORDS OF U. S. GEOLOGICAL SURVEY Records of U. S. Geological Survey. Water Supply Paper, No. 447, is a compilation of all records up to and including September 30, 1918. Water Supply Papers, Nos. 511, 531, 551, 571 continue all records to September 30', 1923. By courtesy of the U. S. Geological Survey, permission has been given to print provisional figures continuing these reports to September 30, 1928. Records for 1928 are preliminary. The list of the U. S. Geological Survey gaging stations in the Santa Ana watershed is given in the table of contents. For reference in this report a gage station index number has been added. Map 4 in pocket c-nd plate No. 9, page 184, show location of these stations by this index li umber. 1-4. SAN ANTONIO CREEK NEAR CLAREMONT Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October November. December. .January... February.. March April May June. July August September. Totals 50.4 5.3.6 52.3 49 8 46.0 72.6 115.0 43.7 23 2 17^ 16 15.5 556.0 27.1 39.3 34.4 26.4 22.2 33.8 97.6 38.7 23.8 13.5 11.7 11.3 380.0 14.8 17.3 22.1 31 4 181 42 4 4,170 1,600 152 53.5 37 5 35.7 6,360.0 30 7 84 5 62.1 37 5 4.520 2,720.0 1,210.0 922.0 180.0 87.9 76.9 78.6 10,000.0 78.7 85.7 105.0 93 5 106.0 108.0 72 40.3 19.6 18.0 13.5 11.9 752.0 1-5. SOUTHERN CALIFORNIA EDISON CO.'S CANAL NEAR CLAREMONT Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October... November. Decemtjer. Januarj-... February. . March April May June July .\ugust September. Totals 590 555 548 512 462 507 708 1,000 liOO 495 418 367 374 364 399 393 347 384 480 682 536 414 331 306 316 305 317 314 397 521 1,240 1,330 1,370 1,060 824 631 6,830 5,010 8,620 571 524 719 775 933 1.540 1.490 1.540 1,420 1,090 855 726 12,200 670 619 627 609 713 824 839 750 601 513 438 386 7,590 272 DIVISION OF ENGINEERING AND IRRIGATION 10-1. LYTLE CREEK NEAR FONTANA Monthly 7-un-off in acre-feet Note — Dry on months for which no run-off is given. 10-3. FONTANA PIPE LINE NEAR FONTANA Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1925-1927 1927-1928 October November.. December . .... 1.8 .January. February . . . 50.0 5,890 1,020.0 180.0 March.'. April _ 940.0 May June July .August September Totals 990.0 7,090.0 Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October . _ . 1,680 1,520 1.510 1,280 1,260 1,520 1.4.50 1,510 1.220 1,040 898 809 806 827 842 916 822 935 1,080 1,080 1,010 873 756 690 682 744 769 824 1,270 004 2,.340 2,090 1,420 1,320 1,180 1,170 1,570 1,560 1,540 1,320 2,010 3.040 2,670 2,340 2.420 3.060 2,870 2,360 2,020 November 1,530 December . _ 1,650 January 1,520 February . 1,550 March . . . _ 1,540 April May Jime Julv 1,480 1,420 1,280 1,030 .August -. - - September 910 821 Totals 15,700 10,600 14,700 26,800 16,800 11-1. LONE PINE CREEK NEAR KEENBROOK Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October November.. 83.0 65.5 78.1 71.9 67 9 93.5 84 5 65 2 48.8 41.2 36 3 32.1 32 6 35 7 35.7 34 4 30.5 32.0 44.0 29.5 28.6 25.2 21.5 17.9 19.1 16.7 17.8 18.4 55 15 4 91.0 19.1 15.5 12 3 11 1 6.5 6.1 20.2 9.8 10 5 142 32 6 26.8 25.2 18 4 15 4 12 3 10 1 8.3 9.7 December 11.7 January . 13 5 February . .. .... 20 4 March 117 April 10 7 May 6.1 T ■' June . . - _ 6.0 July 6.1 .'Vugust -. - 7.4 September . . . 7 1 Totals- 768.0 368.0 298.0 329.0 119.0 SANTA ANA INVESTIGATION 273 12-1. CAJON CREEK NEAR KEENBROOK Montht (/ ru)t-ojj iH acre-je Ct Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October 212 217 267 260 259 457 394 221 176 140 121 158 177 158 203 207 186 220 338 15!» 140 107 102 105 138 148 163 185 544 212 1,280 21)3 172 111 108 97 109.0 151.0 300.0 171.0 2,.370.0 769.0 515.0 243.0 173.0 113.0 106.0 92.2 87.3 114.0 108 i.lanvinrv 153 304.0 1 March 207 April , 156 iMny - - 140 99.4 Julv - 87.3 81.8 SeptomVxT 83.9 Totals 2,880 2.100 3,450 5.110.0 1,680.0 20-1. DEVIL'S CM Month JYON CREEK 1/ run-off NEAR SAN BERNARDINO in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 32.0 44.0 52.3 64.0 63.3 181.0 252.0 62.1 16 3.1 3.7 12.3 61.9 70.7 61.5 85 5 92.8 134.0 16.0 16.1 11.1 178.0 14.8 857.0 46.1 13.1 4.2 58.4 53.5 916.0 536.0 .354.0 124.1 10.1 6.1 6.1 6.0 6.1 November 6.0 24.6 January 16.6 81.7 ■ March . 12 9 7.7 Mav 6 1 3 Julv Totals 774.0 562.0 1,110.0 2,070.0 165 21-1. WATERMAN CANYON CREEK NEAR ARROWHEAD SPRINGS Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October --- 57.8 85.1 87.3 81.8 63.8 150.0 160.0 60.9 25.0 6.8 0.6 0.6 17.8 46.4 59.0 54.1 56.6 68.9 101.0 71.3 59.5 15.4 2.5 2.4 22.8 25.0 38.1 44.3 1.56.0 48.0 .595.0 163.0 44.0 20.3 3.7 3.0 7.4 23.2 81.8 83.0 711.0 .504.0 271.0 204.0 96.4 24.6 14.8 17.9 32.5 November 64.3 69.5 72.6 February 163.0 80.8 April 64.9 47.8 23.6 July 7.0 August II September Totals 784.0 555.0 1,160.0 2,040.0 635.0 274 DIVISION OF ENGINEERING AND IRRIGATION 22-1. STRAWBERRY CREEK NEAR ARROWHEAD SPRINGS Monthly run-off in acre-feet 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October... November. December. January... February. . March April May June July August September. Totals 106.0 114.0 117.0 164.0 123.0 338.0 323.0 136.0 76.2 41.2 28.3 30.3 1,600.0 67.6 119.0 160.0 111.0 141.0 218.0 268.0 125.0 148.0 35.0 20.3 20.2 68.2 78.6 104.0 103.0 262.0 103.0 1,260.0 255.0 120.0 73.2 53.5 44.0 1,430.0 2,520.0 67.0 97.0 192.0 153.0 1,430.0 652.0 467.0 274.0 186.0 94.1 51.0 52.4 3,720.0 86.7 133.0 187.0 168.0 264.0 186.0 116.0 91.0 38.9 18.4 18.3 11.9 1,320.0 26-1. CITY CREEK NEAR HIGHLAND Monthly run-off in acre-feet I Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October November. December. January. _ . February. . March April May June July August September. Totals 186.0 339.0 274.0 251.0 20.1 640.0 1,1.30.0 59.6 n u 16.6 109.0 290.0 52.3 147.0 294.0 678.0 76.9 87.5 94.1 22.6 116.0 17.8 789.0 11.1 8,810.0 689.0 75.6 109.0 433.0 344.0 6,390.0 1,520.0 1,200.0 328.0 79.1 3.1 2,900.0 1,750.0 10,600.0 10,400.0 75.6 265.0 335.0 377.0 512.0 238.0 24.0 42.4 1,870.0 2&-2. CITY CREEK WATER CO.'S CANAL NEAR HIGHLAND Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927- 1928 October.. - November. December. January... February.. March April May June July. August September. Totals. 190.0 101.0 75.0 75.6 97.2 109.0 92.8 239.0 1,59.0 255.0 171.0 280.0 193.0 103.0 56.0 64.9 1,820.0 67.6 153.0 96.5 177.0 37.2 236.0 30.9 263.0 435.0 271.0 165.0 119.0 2,050.0 131.0 131.0 0.4 2.2 20.8 366.0 4,55.0 284.0 166.0 141.0 1,700.0 94.7 31.4 70.1 30.7 49.9 150.0 245.0 173.0 134.0 49.0 29.9 23.8 1,080.0 SANTA ANA INVESTIGATION 275 29-1. PLUNGE CREEK NEAR EAST HIGHLAND Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 192&-1927 1927-1928 Totals. 1.8 24.6 30.7 4.6 181.0 690.0 12.9 1.8 947.0 15.5 52.9 1.8 5.6 27.7 309.0 16.6 18.4 3.7 7.1 15.4 4.9 461.0 2.5 4.110.0 285.0 448.0 4.890.0 36.3 113.0 108.0 4,590.0 941.0 550.0 76.9 6.0 6,420.0 9.8 56.5 110.0 111.0 214.0 143.0 1.8 36.9 683.0 31-1. SANTA ANA RIVER NEAR MENTONE Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 Totals. 102.0 104.0 87.3 85.5 63.8 713.0 863.0 119.0 88.7 62.7 55.3 58.9 2,400.0 65.2 88.7 137.0 69.5 72.8 124.0 255.0 101.0 102.0 1,120.0 66.4 40.5 118.0 47.6 49.2 50.4 455.0 726.0 11,800.0 1,960.0 104.0 89.8 80.6 75.0 64.6 202.0 366.0 192.0 42.800.0 4,610.0 1,490.0 1,370.0 274.0 221.0 195.0 156.0 2.240.0 15,600.0 51,900.0 127.0 136.0 162.0 162.0 439.0 133.0 130.0 114.0 95.2 109.0 82.4 61.9 1,750.0 31-2. SOUTHERN CALIFORNIA EDISON CCS CANAL NEAR MENTONE Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 Totals. 4,480 3.250 2,590 2,180 1,910 2.550 4,820 4.460 4,250 4,570 4,830 4,670 44,600 4,170 2,020 2,100 1,800 2,080 2,320 3,210 3.360 3,170 2,740 4,240 4,030 35,200 2,120 1,890 1,340 1,170 2,300 1,130 2,760 3,630 4.160 4,380 4,050 28,900 3,650 2,770 2,110 2.360 3,190 4,290 5,110 4,220 4,150 4,430 4,510 4,170 45,000 3.680 1.780 1,570 1.800 2,190 1.890 1,810 2,520 3,020 3.270 3.310 3000 29,800 276 DIVISION OF ENGINEERING AND IRRIGATION 31-3. GREENSPOT PIPE LINE NEAR MENTONE Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October 418 298 135 172 196 184 298 332 455 473 544 524 488 295 186 246 100 274 487 553 536 417 537 409 181 248 246 246 200 232 317 218 209 232 262 288.0 170.0 36.9 36.9 164.0 135.0 149.0 379.0 536.0 553.0 485.0 536.0 461.0 November 198.0 December 347.0 January _. 29.5 February. .0 March 371.0 April. . . 478.0 May 418.0 June. . 502.0 July 492.0 August 507.0 September. _ 428.0 Totals 4,030 4,530 2,590 3,470.0 4,230.0 33-1. MILL CREEK NEAR CRAFTONVILLE Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October. 87.3 583.0 139.0 s 224.0 3,300.0 2,590.0 738 151.0 35.7 7,500.0 2,200.0 2,120.0 3,600.0 1,680.0 99.0 6.8 8.9 3 1 November 5.4 December . . 8.0 Januarv 4.9 February 87 4 March _.. April 8.6 6.6 May 6 1 June 6.6 July August September. . . Totals 809.0 6,850.0 17,500.0 137 33-2. MILL CREEK POWER CANAL Nos. 2 AND 3 NEAR CRAFTONVILLE Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October. November 1,340 1,220 1,210 1,240 1,060 1,140 1,650 1,970 1,490 1,060 830 786 836 875 996 898 805 959 1,290 1,180 904 713 707 649 595 684 570 658 811 953 1,590 1,830 1,830 1,780 1510 1,120 1,030 964 1,030 1,070 1,060 1,680 1,890 1,750 1,880 1,900 1,860 1,470 1,320 1 210 December Januarv... 1,120 1 030 February March 1,090 1 150 April . 1 190 May 1 180 .Tune 976 July 812 August . 646 September.. _ 589 Totals 15,000 10,800 13,900 17,600 12 300 SANTA ANA INVESTIGATION 277 33-3. MILL CREEK POWER CANAL No. 1 NEAR CRAFTONVILLE Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 192&-1927 1927-1928 October... November. December. January... February.. March.... April May June July August September. Totals 142 133 100 146.0 120 198 273 244 115 87 9 82.4 73.8 1,780.0 95.3 115 156.0 123.0 112.0 144.0 162.0 124.0 110.0 169.0 79.9 31 5 1.420 71.9 54 2 173.0 89.8 151 111.0 14 3 62 5 191.0 165 53 6 1,140.0 45.5 53 101 130 143 604 450 493 380,0 664 208 109 3,390.0 62 I 114 146 168 269 300 132 59 6 35 7 22 4 20 15 6 1.340.0 A-2. MEEKS & DALEY CANAL NEAR COLTON Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October 652 371 272 251 418 239 167 1,030 970 1050 1.070 893 732 607 172 232 307 323 334 707 898 1.030 1.030 940 439.0 421 187.0 396.0 11.1 408.0 288.0 454.0 964.0 1,100.0 1,080 994.0 1,030.0 690.0 93.5 126.0 54.1 928.0 1.010.0 1,010.0 910.0 756.0 646 November . . 41 6 December 143 January. 13 5 Feoruary ... 28 8 March.. 259 .\pril 714 May 806 June 1 010 July 1 000 August 990 September.. 1 060 Totals 7,380 7,310 6,740.0 6.610.0 6 710 A-3. WARM CREEK NEAR COLTON Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October... November. December. Januar>'... February.. March .\pril May June July August September. Totals 3,540 4,400 4.970 5.360 4,830 5.340 5,370 4.180 3.670 3.330 3,120 2.680 50.800 3,130 3,230 4,590 4.380 3.730 4.510 4.320 3.400 3.000 2.900 2.710 2,420 42,300 3,020 3.120 3.900 3.530 3.940 3,330 10,700 4.320 2.940 2,.540 2,330 2,330 46.000 2,590 2.920 4,080 3.8.30 9,550 4.970 4.520 3.060 2,760 2.2.30 2,140 2.110 44,800 2,850 3,430 3,820 4.330 4.080 3,690 3,090 2,470 2.090 1.750 1,760 1.520 34.900 278 DIVISION OP ENGINEERING AND IRRIGATION C-1. SANTA ANA RIVER NEAR PRADO Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October... November. December. January... February.. March April May June July August September. Totals 6,150 8,930 11,400 13,500 8,800 14,700 19,800 6,120 4,260 3,760 3,420 3,950 105,000 5,870 6,900 9,280 11,600 8,660 7,320 9,880 5,830 4,810 3,510 3,500 3,830 6,700 5,570 9,530 7,130 14,400 8,610 37,500 7,690 4,410 3,550 3,250 3,480 81,000 112,000 4,510 6,250 10,200 11,300 72,200 20,500 13,400 6,120 4,370 3,290 3,140 3,340 159,000 4,570 7,380 10,600 11,700 14,500 10,900 6,010 5,820 3,700 2,580 2,340 2,530 79,600 E-1. SANTA ANA RIVER AT SANTA ANA Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October November _ _ 145.0 234.0 818.0 123.0 154.0 215.0 35.7 99.4 309.0 194.0 57,200.0 6,150.0 2,980.0 92.2 114.0 December . . 144.0 70.7 .0 8.6 251.0 .0 223"o" 6.1 21,300.0 113.0 217 January 135.0 February 811.0 March . . ... .. 227.0 April 28.1 May - .0 June .- July August September Totals 1,720.0 474.0 21,600.0 67,000.0 1,530.0 Note — Dry on months for which no run-off is given. 50-1. SANTIAGO CREEK NEAR VILLA PARK Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October .. 25.8 November 156 377.0 177.0 22,300.0 4,600.0 1,070.0 59.6 155.0 December 19.1 9.8 10.5 3.1 307.0 103.0 January 26.4 February 376 March 17.8 7.1 110 April _ is. 5 7,200.0 248.0 4.0 May. June July.. August. September , - - Totals - 53.8 15.5 7,770.0 28,700.0 800.0 Note— Dry on months for which no run-off is given. SANTA ANA INVESTIGATION 279 50-2. SERRANO & CARPENTER CANAL NEAR VILLA PARK Monthly run-off in acre-feet Month 1923-1924 1924-1925 1925-1926 1926-1927 1927-1928 October 171 142 106.0 92.2 86.9 83.0 92.8 80.6 137.0 230 159.0 119.0 92 2 60.7 62.1 65.8 53.3 50.4 43 4 40.0 29.2 24.0 31.4 67.2 75 6 72.6 68.2 61.5 80.0 119 127.0 476.0 389.0 456.0 410.0 320.0 264.0 156 140 137.0 73 3 91 206.0 467 400.0 539.0 403.0 311.0 254.0 November . - . 153 December 92 2 January 165.0 February 138 March 231 April 319.0 May 298 June 284 July 349 August .. 242.0 September. 162.0 Totals - 1,500 620.0 2,650.0 3,190 2,690.0 19—63685 CHAPTER 2 STREAM DISCHARGE RECORDS AT STATIONS MAINTAINED BY SANTA ANA INVESTIGATION Records of the State Stations, operated in the Santa Ana Investi- gation: In the fall of 1927 a series of gaging stations were established to measure all streams not already measured by the U. S. Geological Survey. These stations were fitted with staff gages. On major streams water stage registers and cables or bridges for measuring high flood discharge were installed. The following list comprises the state stations in the Santa Ana watershed. To these have been added the station maintained by the city of Redlands on San Timoteo Creek, stations operated by Orange County Flood Control, and a station operated by Los Angeles County Flood Control. In the tabulations, estimated values are indicated by "e." For reference an index number has been assigned to each gage station. This index number appears on Plate 9, page 184, showing locations of stations. SAN ANTONIO CREEK SPREADING INTAKE NEAR CLAREMONT, STATE GAGE STATION INDEX No. 1-1 Location. — In Sec. 23, T. 1 N., R. 8 W., on Camp Baldy road, 2 miles north of Base Line road on Los Angeles County line, near Claremont. Drainage areia. — None. Records available. — October 1, 1927, to September 30, 1928. Gage. — Water stage recorder on west bank of channel. Discharge measurements. — Made by wading near gage. Channel and control. — One channel, concrete control. Extremes of discharge. — Maximum stage recorded during period, 0.07 ft. Febru- ary 7 (di.scharge, 0.1 sec.-ft.) ; minimum discharge, dry. Diversions. — Numerous diversions above station. Only waters for spreading pass this station. Regulation. — None. Accuracy. — No rating curve obtainable this season. Cooperation. — Los Angeles County Flood Control. Discharge measurements San Antonio Creek spreading intake near Claremont State Gage Station Index No. 1-1 For the year ending September 30, 1928 Date, 1928 Made by Gage height, feet Dis- charge, second- feet Date, 1928 Made by Gage lieight, feet Dis- charge, second- feet January 22. February 3 _ February 4 W. S. Post K. B. Forbes.... W. S. Post W. S. Post- F.W.Bush L. Berger L. Berger L. Berger L. Berger L. Berger .06 .07 0.1 0.1 March 3. March 4 March 5 W. S.Post L. Berger L. Berger L. Berger L. Berger L. Berger L. Berger L. Berger L. Berger L. Berger February 5 February 7. _ February 16. February 20 February 25 February 27 March 1 March 7 March 9 March 12 March 16. March 19 March 26 March 30 SANTA ANA INVESTIGATION 281 Daily discharge in second-feet of San Atitonio Creek spreading intake near Claremont, State Oage Station Index No. 1-1 For the year ending September 30, 192H Day February Day February Day February 1 0.1 0.1 0.1 11 21. 2 12 22 3 13 23 4 14 24 5 15 25 6 IG .... 26 7 17 27 8 18 28 9 19 29 10 . 20 Note. — Dry on montlis for which no discharge is given. Monthly discharge of San Antonio Creek spreading intake near Claremont, State Gage Station Index No. 1-1 For the year ending September 30, 1928 Month, 1927-1928 Discharge in second-feet Run-off in Maximum Minimum Mean acre-feet October .1 .01 November December Januarv . ... -.___.._ _ . February 0.6 March April . .... ........ May J. A^J June Julv . - ... .\ugust September Totals for the year .1 0.6 SAN ANTONIO CREEK SPREADING WASTE NEAR CLAREMONT, STATE GAGE INDEX No. 1-2 Location. — In Sec. 24, T. 1 N., R. 8 W., south of Camp Baldy road, 2 miles north of Ba.«e Line road on Los Angeles-San Bernardino County line. DiiAi>".v(;E ARE^v. — 27.5 square miles (measured on topographic map). Records available. — October 1, 1927, to September 30, 1928. Gage. — Water-stage recorder on east bank of channel. DISCHABGE measurements. — Made by wading at low water and from cable at high water. Channel and control. — One channel at all stages; concrete control. Extremes of discharge. — Maximum stage recorded during period, 0.26 ft. Febru- ary 4, 1928 (discharge, 70 sec.-ft.) ; minimum discharge, dry. Dr\"ERSiONS. — Numerous diversions above this station for power and irrigation. ACCURACT. — Stage discharge relation permanent during season rating curve well defined up to 70 sec.-ft. Daily discharge ascertained by applying mean daily gage height to rating table. Water-stage recorder gave fair record from time of installation ; February 2, 1928. Record fair. 282 DWISION OF ENGINEERING AND IRRIGATION Rating table of San Antonio Creek, spreading waste, near Claremont, State Gage Station Index No. 1-2 Gage height Discharge second-feet - .20... - .10 1.0 0.00 _ 2.1 0.05. 4.0 0.10 11.2 0.15 25.2 0.20 45.0 0.25. _ 66.0 0.26 70.0 Discharge measurements of Sati Antonio Creek, spreading waste, near Claremont, State Gage Station Index No. 1-2 During year ending September SO , 1928 Date, 1928 Made by Gage height, feet Dis- charge, second- feet Date, 1928 Made by Gage height, feet Dis- charge, second- feet January 23. _ W. S. Post Bush and Case.. K. Forbes W. S. Post F. W.Bush W. S.Post F. W.Bush F. W.Bush F. W.Bush L. Berger L. Berger .26 .02 -.10 70.0 2.2 LO March 3 W. S. Post L. Berger L. Berger L. Berger L. Berger. L. Berger L. Berger L. Berger L. Berger.- L. Berger February 2. . March 4 . _ February 3. March 5 February 4 March 7 February 7 _ February 9 February 16. February 20 February 24 February 27 March 1 . March 9 March 12_ March 16 March 19 March 26 March 30- _- Daily discharge in second-feet of San Antonio Creek, spreading tcaste, near Claremont, State Gage Station Index No. 1-2 For the year ending September SO, 1928 Day February Day February Day February 1 20 2 1 1 1 1 11 12.. 21 2 22 3 13 14 23 4 24 5.. 15. 25 6. 16 17 18 19.. -.. 20 26 7 27 8 28 - 9 29 10.. Note. — Dry on months for which no discharge is given. SANTA ANA INVESTIGATION 283 Monthly discharge of San Antonio Creek, spreading waste, near Claremont, State Oage Station Index No. 1-2 For the year ending September SO, 1928 Month, 1927-1028 Discharge in second-feet Run-off in Maximum Minimum Mean acre-feet October .. 20.0 .90 .0 November December January ..--_ ._ - --- February . 52.0 March April.. . . ... May June July A ugua t September Totals for the year 20.0 0.075 52.0 SAN ANTONIO CREEK AT POWER HOUSE No. 1 BRIDGE, NEAR CLAREMONT, STATE GAGE STATION INDEX No. 1-3 Location.— In SW.^, See. 13, T. 1 N., R. 8 W., at Ontario Power House No. 1 bridge, on Camp Baldy road, near Claremont. Drainage area. — 25 square miles (measured on topographic map). Records availabi.e. — October 1, 1927, to September 30, 1928. Gage. — Staff painted on downstream face of west abutment of bridge. Discharge measurements. — Made by wading at low water ; from bridge at high water. Channel and control. — One channel, high banks, rocky bottom ; no well defined control. Extremes of dischargp:. — Maximum stajje recorded during period, 2.80 ft., Fcbruai-y 4, 192S (discharge, 70 second-feet) ; minimum discharge, dry. Di\'ERSiONS. — Storm flow only passes this station, the noi*mal flow being diverted above. .VccUR.\CY. — Stage discharge relation not periuancnt; shifting control. Tladn:;- curve poorly defined. Gage read to hundredths once a week. Record fair. Discharge interpolated between measurements. Discharge measurcmetits of Snn Antonio Creek at Potrer Houae No. 1 bridge, near Claremont, State Oage Station Index No. 1-3 For the year ending September SO, 1928 Date Made by Gage height feet Dis- charge second - feet Date Made by Gage height feet Dis- charge second- feet 1927- February 16 1928— W.S. Post W.S.Post 5.5 2.8 3,150.0 Dry 70.0 February 21 Aprils F. W. Bush L. Berger L. Berger F. W. Buflh 0.95 0.98 0.95 0.4 0.6 Janupry 22 ApriI5 0.6 February 4 Aprill7 * Field cross-section from high water marks by F. W Bush. Computed from Kutter's Formula, by J. A. Case. 284 DrV^ISION OF ENGINEERING AND IRRIGATION Daily discharge in second-feet of San Antonio Creek at Potver House No. 1 bridge, near Claremont, State Gage Station Index No. 1-3 For the year ending September 30, 1928 Day February March April Day February March April 1 17.0 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0,4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 16- 17 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 2 3 18 4 19 5 20 . 6 21 7 22 23 8 9 .- 24 10 25 11 26 12 27 - . 13 - 28 14 29 15 30 31 Note. — Dry on months for which no discharge is given. Monthly discharge of San Antonio Creek at Poioer House No. 1 bridge near Claremont, State Gage Station Index No. 1-3 For the year ending September 30, 1928 Month, 1927-1928 October.. November December January February March April May J June July... August September Totals for the year Discharge in second-feet Maximum Minimum 17.0 0.4 0.4 Mean 0.93 .4 0.07 0.125 Run-off in acre-feet 53.0 25.0 12.0 90.0 ONTARIO POWER CO.'S DIVERSION FOR POWER HOUSE No. 1 NEAR CLAREMONT, STATE GAGE STATION INDEX No. 1-7 Location.— In SWi, Sec. 13, T. 1 N., R. 8 W., at Power House No. 1, near Clare- mont, San Bernardino County. Drainage area. — None. Records available. — October 1, 1926, to September 30, 1928. Extremes of nisoHARGK^Maximum mean daily discharge, 21.0 see.ft., February 14-16, 1927; minimum discharge, 6.6 .sec-ft., September 23, 1928. Accuracy. — Daily discharge based on mean of three gage readings daily at power house weir, calibrated with standai-d weir. Cooperation. — Record furnished by Ontario Power Co. and Southern California Edison Co. SANTA ANA INVESTIGATION 285 Daily discharge in second-feet of Ontario Power Co.'s diversion for Power Hottse No. 1, near Claremont, State Gage Station In4ex No. 1-7 For the year ending September SO, 1927 Day Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept. 1 11 4 11 4 11 4 11.4 10.6 11 11.0 11.0 11.0 10.6 10 6 10 2 10.6 10.2 10 6 10.6 10 6 10.6 10.6 10.6 9.4 10 6 10 6 10.6 10 6 10 2 9 8 9 8 10 2 8.3 9.1 9.1 8.7 9.1 9 1 9 1 9 1 8.7 8.7 9.1 8 7 9.1 9.1 9 1 9 4 10 2 9.8 9.8 9.8 9 8 9 8 9.8 10 2 9 8 11 8 10 6 11 4 18 1 14 4 13 5 13.1 12 2 11.8 12.7 14 15.7 14.0 15 7 16 6 15.7 14.8 14.8 14.8 14.8 14.8 15.3 14.8 14 4 14 8 14.8 14 4 15 7 14 8 14.8 13 5 14 4 14 4 14 4 14.4 14 14.0 14.0 14 14 14 14 14 4 14 4 14 4 14 14 14 4 14.4 14 4 14 4 14 4 14 4 14 4 14 8 14 8 14.8 14 8 15.3 15.3 15.3 15 3 15 3 15.3 15 3 14.8 14.8 14.8 14.8 14 8 14 4 14 4 15.7 14.8 14.8 14 8 14 8 14 8 14 8 14 4 14 4 14.8 21.0 21.0 21 20 5 20.0 19 5 19.5 19 19.5 18 1 16 6 15 3 17.6 18.1 19.5 18 1 18 1 18.1 18 5 18 5 20 20 20 20 19.5 20.0 19 5 19.5 20 .D 20.0 20.0 20 20.0 20 20 20.0 20 20.0 20 20.0 20.0 20.0 20 20.0 20.5 20.0 20 5 20.5 20 5 20 5 20.5 20.5 20 20 20 20.0 20.0 20 20 19 5 19.5 19.5 20.0 20 20 20 20.0 20 19.5 19 19 5 19.5 19 5 19 5 19 5 19.5 19 5 19 5 19.5 19 5 19 19 19.5 19 5 19 5 19.0 19 19 19.0 19 19.0 19 19 19 19 19 19.0 19.0 19.0 19.0 19 19.0 19 19.0 19 19.0 19.0 19 19 19.0 19 19.0 19.0 19.0 19.0 19 19 19.0 19.0 19.0 18.5 19.0 19.0 18.5 18.5 18 5 18 5 18.5 18 5 18.5 18.5 18.5 18 5 18 5 19 18 5 19.0 19 19 19.0 19.0 18.5 18 5 18.5 19.0 19 5 19 5 19 5 19.0 19.0 19.0 19 18 5 18.1 18.1 18.1 18 5 17.6 17.6 17.6 17.1 17.1 17.1 17.1 16 6 16.6 16.2 16.2 15 3 15.7 15 3 15 3 15 3 14 8 15 3 14.8 14.4 14.4 14.4 14.8 14.8 14 8 14 8 14.8 14.8 14.8 14 4 14.8 14.0 14.0 14.0 14 13.5 13.5 13.1 13.1 13.1 13.1 13 1 2 12.7 3 12.7 4 12 2 5 12 2 6 12.2 7 12 7 8 12.7 9 10 12 7 12.7 11 12.7 12 .. . 12 7 13 13.1 14 13.1 15 12.7 16 13 1 17 12.7 18 12.7 19 12.7 20 12 2 21 12.2 22.. 11.4 23 12.2 24 12.2 25 11.8 26 11 4 27 11.8 28 11.8 29 11 8 30 12.2 31 . Daily discharge in second-feet of Ontario Power Co.^s dit^ersion for Power House No. 1. near Claremont, State Gage Station Index No. l-H For the year ending September SO, 1928 Dav 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 Oct. 11 11 11 11 11 11.4 11.4 11.4 11.4 11.4 11.0 11.4 11.0 10.6 11.0 10.6 11.0 10.6 10.6 10.6 10.6 10.6 10.2 10.2 10.6 10.6 11.0 10.6 10.6 10.6 11.8 Nov. 11.0 11.0 11.0 10.6 10.6 10.6 10.6 11.1 10.6 11. 11. 10. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 10.6 10.6 10.6 10.6 10.6 11.0 Dee. Jan. Feb. Mar. Apr. May June July Aug. Sept 10.6 10.2 10.2 11.4 10.2 10.2 9.8 9.8 9.8 11.4 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.6 10.2 10.2 10.2 10.2 10.2 10.2 10.6 12.2 11.4 11.4 11.0 10.6 10.6 10.6 10.6 10.2 10.6 10.2 10.2 10.2 10.2 10.2 11.2 9.8 10.2 10.2 10.6 10.2 10.6 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.2 10.6 10.2 10.2 10.2 10.2 10.6 10.6 10.2 12.2 20.0 17.1 17.1 15.7 14.4 14.4 13.1 13.5 13.5 13.5 13.5 13.5 13.1 13.5 12.7 13.1 12.7 12.2 12.7 12.2 12.2 11.4 12.2 12.2 12.2 12.0 12.0 12.0 12.8 12.5 12.2 13.2 13.2 13.1 13.0 13.0 13.0 13.1 13.2 13.1 13.1 13.4 13.2 13.2 13.1 13.1 13.4 13.8 14.0 13.9 14.1 14.3 14.8 15.0 14.6 14.9 15.0 15.0 15.2 16.2 15.7 15.4 15.3 15.1 15.1 15.1 14.8 14.6 14.6 14.1 14.0 13.9 14.0 14.0 14.4 14.0 14.3 14.1 13.8 13.8 13.6 13.8 13.4 13.5 13.5 13.1 13.0 13.6 13.8 13.8 13.4 13.3 13.6 13.8 14.0 14.9 14.7 14.3 14.5 14.0 14.0 14.3 14.5 14.5 14.0 13.6 13.6 13.4 13.4 12.6 12.4 12.8 12.4 12.4 12.4 12.2 11.7 11.9 11.3 11.3 11.2 10.8 10.6 10.6 10.4 10.6 11.0 11.0 11.0 10.6 12.0 11.0 10.9 10.8 10.8 11.1 11.1 11.0 11.2 10.8 10.8 10.9 10.5 10.5 10.6 10.7 10.7 10.2 10.5 10.2 10.0 10.3 10.0 9.9 10.0 10.1 9.8 9.7 9.5 9. 9. 9. 9. 9. 9.2 9.2 9.1 8.8 9.3 8.9 8.8 8.8 8.5 8.5 8.5 8.5 8.1 8.3 8.4 8.5 8.4 8.6 8.6 8.6 8.3 8.3 8.1 8.0 8.1 7.9 7.8 7.9 8.0 8.0 7.9 7.8 7.5 7.6 7.6 7.7 7.8 7.7 7.8 7.6 7.7 7.6 7.7 7.4 7.4 7.6 7.3 7.4 7.4 7.6 7.5 7.3 7.3 8.4 7.6 7.5 7.6 7.6 7.3 7.4 7.2 7.3 6.8 7.1 6.8 6.9 6.8 6.9 6.6 7.3 7.0 7.1 7.1 7.1 7.2 7.2 286 DIVISION OF ENGINEERING AND IRRIGATION Monthly discharge of Ontario Poiver Go's diversion for Power House No. 1, near Glaremont, State Gage Station Index No. 1-7 For the year' ending September 30, 1927 Month, 1926-27 October November December January February March April May June July Augrust: September The year Discharge in second-feet Maximum 11 4 18.1 16.6 15 3 21 20 5 20 5 19 5 19.0 19 5 16 2 13.1 21,0 Minimum 8.3 8.7 11.8 14.0 14.4 18.1 19.5 19.0 18.5 16.2 13.1 11 4 8.3 Mean 10 5 10 3 14 5 14.6 17.1 19 7 19.9 19.1 18 8 18.2 14 5 12.4 15.9 Run-off in acre-feet 645 611 891 900 948 1,211 1,184 1,175 1,118 1,085 892 763 11,423 Monthly discharge of Ontario Power Go.^s diversion for Pouicr TIovsc No. 1, near Glaremont, State Gage Station Index No. 1-7 For the year ending September 30, 1928 Month, 1927-28 Discharge in second-feet Run-off in Maximum Minimum Mean acre-feet October . 11.8 11.1 12 2 10^6 20.0 15.0 16.2 14.7 12.0 10.5 8.6 8.4 10.2 10.6 9.8 9.8 11.4 12.0 13.0 11.7 10.2 8.1 7.4 6.6 11.0 10.9 10.5 10.3 13.3 13.4 14.4 13.5 10.9 9.3 7.9 7.2 676 November. . . 649 December _ 646 January. 633 February .-. 765 March 824 April . 857 May 830 June 649 July 572 August . 486 September 428 The year 16.2 6.6 11.0 8,015 CUCAMONGA CANYON NEAR UPLAND, STATE GAGE STATION INDEX No. 2-1 Location. — In NE^, Sec. 19, T. 1 N., R. 7 W., 4 miles north of Base Line road, near Upland, on line of Saphire Ave. extended north. Drainage area. — 10.3 square miles (measured on topographic map). Records available. — October 1, 1927, to September 30, 1928. Gage. — Water-stage recorder in 12" corrugated iron pipe on right bank of channel. Discharge measurements. — Made by wading at low water; from cable at high v?ater. Channel and control. — One channel, high banks, hard rocky bottom ; good control. Extremes of discharge. — Maximum stage recorded, 3.15 ft., 9 a.m., February 4, (discharge, 72 sec.-ft.) ; minimum discharge, 1.0 sec.-ft., July 13 and 14. Diversions. — None above station. Accuracy. — Stage discharge relation not permanent. Rating curve well defined from zero to 72 sec.-ft. Water-stage recorder gave good record from time of installation, January 13, 1928. Daily discharge ascertained by applying mean daily gage height to rating table, except for the period May 18 to September 30, when it was interpolated between measurements. Records good. SANTA ANA INVESTIGATION 287 Rating tabic of Cucamonga Canyon near Upland, State Gage Station Index No. 2-1 Gage Discharge Gage Discharge height second-feet height second-fcct 2 20 4 3.00 56 2.30 4.8 3.10 67 2.40 7.2 3.20 78 2 50 11.6 3.50 210 2.60 18.0 4.00 590 2.70 26.0 4 50 1,100 2 80 35.0 5 00 1,750 2.90 45.0 5.50 2,500 Discharge measurements of Cucamonga Canyon near Upland, State Gage Station Index No. 2-1 During year ending September SO, 1928 Date Made by Gage height, feet Dis- charge, second- feet Date, 1928 Made by G?ge height, feet Dis- charge, second- feet 1 10? 7 7.7 2.25 2.24 2.25 2.24 2.30 3.11 2.98 2.68 2.36 2.31 2.28 2.26 2.29 2.27 2.27 2.28 2.26 2.25 6120.0 4.0 4.1 4.0 4.0 5.1 67.4 49.9 23.9 5.7 5.0 5.0 3.4 2.3 4.2 5.2 5.4 4.3 3.2 April 13 F.W.Bush F.W.Bush F.W.Bush F.W.Bush F.W.Bush F.W.Bush F.W.Bush 2.24 2.23 2.21 2.18 2.22 2.20 4.8 Feb. 16 a F.W.Bush F. W. Bush F.W.Bush F.W.Bush F.W.Bush J. .\. Case J. .\. Case J. .\. Case F.W.Bush F.W.Bush F.W.Bush F.W.Bush F.W.Bush F.W.Bush F.W.Bush F.W.Bush F.W.Bush F.W.Bush Apra20 .\pril 27 Mav 4 4.4 1928— 2.7 1.4 Jan 13 May 11 3.1 Jan. 20 Jan ''7 Mav 18 May 25.... 2.4 2.5 Feb. 3 Feb 4 June 1 June 8 F.W.Bush F.W.Bush F.W.Bush 2.25 3.30 2.1 2.1 Foh A June 15 1.7 Feb. 4 Feb. 10 Feb. 17 Feb. 24 Mar 2 June 22 June 29.. July 6... July 13 July 21 F.W.Bush F.W.Bush F.W.Bush F.W.Bush F.W.Bush F.W.Bush 3.32 3.20 3.16 3.06 3.13 2.0 1.8 1.6 1.0 1.4 Mar. 9 Msr 1R July 27 1.6 .\ug. 3 .^ug. 11 Aug. 17 Aug 25 F.W.Bush 1.6 Mar. 23 Mar. 30 .\pril 6 4nri111 F W. Bush 1.4 F. W. Bush 1.6 F.W.Bush 1.7 Aug. 31 F.W.Bush 1.5 • Field cross-section from flood marks made by F. W. Bush. Computed from Kutter's formula by J. A. Case. J88 DIVISION OF ENGINEERING AND IRRIGATION Daily discharge in second-feet of Cucamonga Canyon near Upland, State Oage Station Index No. 2—1 For the year ending September SO, 1928 Day Jan. Feb. Mar. April May June July Aug. Sept. 1 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.0 4.1 4.2 4.2 4.3 4.3 4.3 4.3 4.3 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.7 32.7 14.2 8.4 7.3 6.8 6.4 6.0 5.8 5.6 5.3 5.0 5.0 5.1 5.0 5.0 4.8 4.7 4.5 4.4 4.4 4.5 4.4 4.3 4.3 4.3 4.3 4.4 4.3 4.8 4.4 5.8 5.8 5.1 5.0 4.7 4.7 4.7 4.7 4.7 4.5 4.5 4.4 4.4 4.3 4.3 4.3 4.3 4.3 4.3 4.7 4.7 4.7 4.8 4.8 4.5 4.5 4.4 4.4 4.4 4.4 4.4 4.4 4.4 4.2 4,2 4.2 4.2 4,2 4.2 4.2 4.2 4.2 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.2 4.2 4.0 3.9 3.9 3.8 3.8 2.1 2.3 2.1 2.3 2.0 2.0 2.1 2.7 4.2 3.0 3.0 3.0 2.8 3.0 3.0 2.8 2.7 2.4 2.4 2.4 2.4 2.4 2.4 2.5 2.5 2.5 2.4 2.3 2.3 2.2 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2,1 2.1 2.1 2.0 2.0 1.9 1.9 1.8 1.7 1.7 1.7 1.8 1.9 1.9 1.9 2.0 2.0 1.9 1.9 1.9 2.0 2.0 1.9 1.9 1.8 1.8 1.7 1.7 1.7 1.6 1.6 1.5 1.4 1.3 1.2 1.1 1.0 1.0 1.1 1.1 1.2 1.3 1.4 1.4 1.4 1.4 1.5 1.5 1.5 1.6 1.6 1.6 1,6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.5 1.5 1.5 1.5 1.4 1.4 1.5 1.5 1.5 1.5 1.5 1.6 1.6 1.6 1.6 1.6 1.7 1.7 1.7 1.7 1.6 1.6 1.5 1.5 1.5 1.5 1.6 2 1.6 3 1.6 4 1.6 5 1.6 6 1.6 7 1.6 8 1.6 9 1.6 10 1.6 11 1.6 12 1,6 13 1,6 14 1.6 15 1.6 16 1.6 17 1.6 18 1.6 1.6 20 - .- 1.6 1.6 22 1.6 1.6 24 .. 1.6 25 1.6 26 1.6 1.6 28 --- 1.6 29 1.6 30 1.6 31 Monthly discharge of Cucamonga Canyon near Upland, State Gage Station Index No. 2-1 For the year ending September 30, 1928 Month, 1927-1928 Discharge in second-feet Run-off in Maximum Minimum Mean acre-feet October •^246 November . . ■^387 December . <^258 January 4,3 32.7 5.8 4 4 4 2 2,1 1,8 1,7 4,0 4 2 4 3 4,2 2 1,9 1.0 1,4 4,18 6,40 4 64 4,20 2,52 1,95 1,45 1,56 1.60 257 February 368 March . . 285 250 May 155 June - - . - .. 116 July 88 August 96 September . . . 95 The year 2,600 • Estimated. SANTA ANA INVESTIGATION 289 DEER CREEK NEAR CUCAMONGA. STATE GAGE STATION INDEX No. 3-1 Location. — In SWi, Sec. 12, T. 1 N., 1{. 7 W.. 4 miles north of Base Line road at end of road near Cuoamonga, on line of Haven Ave. extended north. Drainage are.\. — 3.5 square mile.s (measured on topographic map). Records available. — October 1, 1027, to September 30, 1928. Gage. — Staff on right side of channel. Discharge measurements. — None. Channel and control. — One channel, high bani .3 3 .3 4 .3 5 .3 6 .3 7 .3 8 .3 9 .3 10 .3 11 .3 12... .3 13 .3 U .3 15 .3 16 - - .3 17 .3 18 .3 19 .3 20 .3 21... .3 22 .3 23 .. .3 24 .3 25 .3 26 . ... 27 28.... 29 . 1.0 ].0 1.0 30... 31... Monthly discharge of San Sevaine Canyon near Fontana, State Gage Station Index No. 1-1 For the year endino September SO, 1928 Month, 1927-1928 Discharge in second-feet ' S Run-off in Maximum Minimum Mean acre-feet October «20 November <^53 December . •61 January 1.0 2.0 1.4 1.4 1.0 .7 .6 .3 .4 1.0 .9 .9 .9 .7 .5 .3 .3 .3 1.0 1.02 1.15 1.10 .77 .60 .35 .30 .32 61 February 69 March .*.. . . 71 April 65 May 48 June . .... 36 July.. 22 .\uguat 18 September . 19 The year . . 2.0 .3 .72 524 ' Estimated. 300 DIVISION OF ENGINEERING AND IRRIGATION HAWKER CANYON NEAR FONTANA, STATE GAGE STATION INDEX No. S-1 Location.— In NEi, See. 15, T. 1 N., R, 6 W., 3i miles north of Base Line road, 2i miles west of Citrus avenue, near Fontana. Drainage area. — 0.5 square miles (measured on topographic map). Records available. — October 1, 1027, to September 30, 1928. Gage. — Staff gage at diversion dam. Discharge measurements. — Obtained by moasurins depth of water over 10" rectangular weir with end contractions. Channel and control.- — One channel. Extremes of discharge. — No record. Accuracy. — No rating curve obtainable, as the season of 1927-1928 did not have sufficient water. Gage height read once a week. Daily discharge ascertained by applying gage height to weir table and by interpolation on days for which the gage was not read. Discharge measurements of Hawker Canyon near Fontana, State Gage Station Index No. 8-1 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1927— a L. J. Alexander. F.W.Bush F. W. Bush F.W.Bush F.W.Bush F.W.Bush L. Berger L. Berger L. Berger L. Berger L. Berger L. Berger L. Berger L. Berger 2.6 .15 .21 .15 .10 .10 .12 .12 .12 .12 .11 .11 .15 .18 .15 370.0 April 2 . - L. Berger L. Berger _. F. W. Bush F. W. Bush F.W.Bush F.W.Bush F.W.Bush F.W.Bush F. W. Bush F.W.Bush F.W.Bush F. W. Bush F. W. Bush F.W.Bush F.W.Bush F.W.Bush .15 .18 .15 .15 .15 .13 .12 .12 .10 .09 .08 .08 .08 .08 .08 .08 10 Feb. 16 April 3 20 Dec. 29-. 1 2 2 1 April 18 10 1928— Feb. 7 Feb. 14 April 27 May 4 May 15 June 7 June 14.. . .10 .10 10 Feb. 20 10 Feb. 28 10 Mar. 3 June 28 10 Mar. 7 July 12 _-. July 18... July 25 05 Mar. 9 02 Mar. 13- 02 Mar. 16 Mar. 21 Mar. 23 Mar. 24 Aug. 3-.- Aug. 10. --. Aug. 17. _ Aug. 31 .02 .02 .02 02 Mar. 30 » Field cross-sections from high water marks by F. W. Bush. Computed from Kuttcr's Formula, by J. A. Case. SANTA ANA INVESTIGATION 301 Daily discharge in second-feet of Hatcker Canyon near Fontana, State Oage Station Index No. 8-1 For the year ending September 30, 192S Diiy Jan. Feb. Mar. April May Juuc July 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 Note — Dry during August and September. Monthly discharge of Hatcker Canyon near Fontana, State Gage Station Index No. 8-1 For the year ending September 30, 1928 Discharge in second-feet Run-off in Month, 1927-1928 Maximum Minimum Mean acre-feet October... November «4 December .. . . .. ■6 January .1 1.0 .1 ^04 6 February 7 March 6 .\pril 6 May 6 June 6 July 2 .\ugU8t September The year 1.0 .06 49 • Estimated. 302 DIVISION OF ENGINEERING AND IRRIGATION HOWARD CANYON AT GETCHEL PLACE, NEAR FONTANA, STATE GAGE INDEX NO. 9-1 liOCATiON. — In NBL Sec. 18, T. 1 N., R. 5 W., 3§ miles north of Base Line road, i mile east of Citrus avenue, near Fontana, known as Crawford Canyon, also locally as Duncan Canyon. Drainage area. — 0.7 square miles (measured on topographic map). Records available. — October 1, 1Q27, to September 30, 1928. Data supplied by Boaz Duncan. Gage. — Staff gage. Discharge measurements. — Made by wading. Channel and control. — Rocky,, coarse gravel, some brush. Control not perma- nent for large discharge. DiVBKSiON. — None. Extremes of discharge. — Constant flow of 10 miner's Inches. Discharge is not affected by moderate storms. Cooperation. — Boaz Duncan, owner of ranch using water from this canyon. Discharge measurements of Howard Canyon at Gctchol Place, near Fontana, State Gage Station Index No. 9-1 For the year ending September 30, 192S Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1927— Feb. 16 a 4.40 925.0 1928— May 15 F. W. Bush 0.2 » Field cross-sections from high water marks by F. W. Bush. Computed from Kutter's formula, by J. A. Case. Note — Boaz Duncan, owner of ranch using water from this canyon states that there is a constant flow of 0.2 second- feet. Moderate storms do not effect the discharge. Monthly discharge of Howard Canyon at Getchel Place, near Fontana, State Gage Station Index No. 9-1 For the year ending September SO, 1928 Discharge in second-feet Run-off in Month, 1927-1928 Maximum Minimum Mean acre-feet October . .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 12 November . - . 12 December 12 January . 12 February ___ 12 March. ._ . . 12 April 12 May ... 12 June 12 July 12 August 12 September 12 The year .2 144 SANTA ANA INVESTIGATION 303 LYTLE CREEK AT SANTA FE RAILROAD BRIDGE, NEAR RIALTO, STATE GAGE STATION INDEX No. 10-5 Location. — On the bridge of the Atchison, Topcka and Santa Fe Railroad crossing of Ljtle Crook nonr Rialto. Kkcords available. — October 1, 1927, to September 30, 1928. Gage. — Water-stage recorder on west end of railroad bridge. Discharge measurements. — Made by wading at low water; from bridge at high water. CiiANNEr, and control — Control, sandy bottom, not permanent. Extremes of discharge. — Maximum stage recorded, 2.8 ft., February 4, 1928 (dis- charge, 2.0 sec. -ft.) ; minimum discharge, dry. Acci'KACY. — Water stage recorder did not give satisfactory record. Discharge esti- mated on February 4, 1928. Discharge measurements of Lytic Creek at Santa Fe Bridge near Rialto, State Gage Station Index No. 10-5 For the year ending September SO, 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1927- Fcb. 16 a W. S. Post W. S. Post W. S. Post W. S. Post L. Berger L. Berger L. Berger L. Berger 5.2 2 8 1,600.0 2 Mar. 1 Mar. 3 Mar. 5 Mar. 8 Mar. 13 Mar. 15 Mar. 22 Mar. 30 April 5 AprillO May 9.. L. Berger L. Berger. L. Berger L. Berger.. L. Berger L. Berger L. Berger L. Berger L. Berger L. Berger L. Berger. 1928— Feb. 4 Feb. 4 Feb. 4 Feb. 4 Feb. 18 Feb. 20 Feb. 23 Feb. 28 . » Field cross-sectioDs from high water marks by F. W. Bush. Computed from Kutter's formula, by J. A. Case. Daily discharge in second-feet of Lytic Creek at Santa Fe Railroad Bridge, near Rialto, State Gage Station Index No. 10-5 For the year ending September 30, 1928 Day Feb. Day Feb. Day Feb. 1 .2 11 12 — - 13 14 15 16 17 18 19 20 21 22 23 24. 25 26 .- 27 28 29 2 3 4 5 6 7 8 9 10 Note — Dry on months for which no discharge is given. 304 DIVISION OF ENGINEERING AND IRRIGATION Monthly discharge of Lytic Creek at Santa Fe Railroad Bridge near Rialto, State Gage Station Index No. 10-5 For the year ending September 30, 1928 Month, 1927-1928 Dbcharge in second-feet Run-off in Maximum Minimum Mean acre-feet October November December January . ._ February ... .2 .4 March. 6 April.. May June... July . . August . - ...... September The year .2 .4 CALWELL CREEK NEAR KEENBROOK, STATE GAGE STATION INDEX No. 13-1 Location.— In SWi, Sec. 18, T. 2 N., R. 5 W., 1 mile NE. of Keenbrook. Drainage abea. — 1.7 square miles (measured on topographic map). Records available. — October 1, 1927, to September 30, 1928. Gage. — Staff gage on left bank of channel near road crossing. Discharge measurements. — Made by wading. Channel and control. — One channel, steep banks, bottom gravel and small boulders. Control fair, but not permanent. Diversions. — None. Extremes of discharge. — Maximum stage recorded, 1.95 feet February 4, 1928 (discharge, 3.6 sec.-ft.) ; minimum discharge, dry. Accuracy. — Daily discharge ascertained by applying daily gage height to rating table and in interpolating for days on which the gage was not read. Record fair. Rating table of Cahoell Creek near Keenbrook, State Gage Station Index No. 13-1 Gage > Discharge Gage Discharge Gage Discharge height second-feet height second-feet height second-feet 1.50 .1 2.0 5.0 2.5 50 1.60 .2 2.1 8.8 2.7 85 1.70 .5 2.2 15.8 2 9 125 1.80 1.2 2.3 25.4 3.0 155 1.90 2.7 2.4 37.0 3.5 310 SANTA ANA INVESTIGATION 305 Discharge measurements of Calwell Creek near Keenbrook, State Oage Station Index No. 13-1 For the year ending September SO, 1928 Date Made by Gage height feet Dis- charge sccond- fcct Date Made by Gage height feet Dis- charge second- feet 1927- Feb. 16 Lindsev F. W. Bush S. Carlson S. Carlson S. Carlson S. Carlson S. Carlson S.Carlson S. Carlson 3 9 1.95 1 65 1.58 1 54 1 55 1.52 1.80 1 71 1.61 460.0 3.6 .2 .1 .1 .1 .1 12 .5 .2 Mar. 13 Mar. 16 Mar. 19 Mar. 23 Mar. 24 Mar. 31 April 4 April 6 April 18 April 24 May 1 May 17... S. Carlson S. Carlson S. Carlson S. Carlson. S. Carlson L. Berger L. Berger L. Berger.. F. W. Bush F. W. Bush F. W. Bush F. W. Bush I 58 1 54 1.53 1 54 1 58 1 57 1 57 1 57 1 54 s 1928- Feb. 4 Feb. 8 Feb. 17 - Feb. 23 Feb. 27 . . Mar. 2 Mar. 5... Mar. 6 Mar. 8 - . . » Field croes-section from high water marks by F. W. Bush. Computed from Kutter's formula, by J. A. Case. Daily discharge in second-feet of Calwell Creek near Keenbrook, State Gage Station Index No. 13-1 For the year ending September SO, 1928 Day Feb. Mar. April Day Feb. Mar. April 1 . .- .2 .2 .2 2.0 1.0 .5 .3 .2 .2 .2 .2 .2 .2 .2 .1 .1 .1 .1 .1 1.8 .5 .3 .2 .2 .2 .2 .2 .2 .1 .1 16 17 18.-.. 19 20..-. 21 22 23.-. .- 24 25 26 27.-. 28 29 30 .1 .1 .1 2 3 4 5 6 7 8 9 10 11 12 . 13 .. 14 15 31-. 1 Note — Dry during May, June, July, August and September. Monthly discharge of Calwell Creek near Keenbrook, State Gage Station Index No. 13-1 For the year ending September SO, 1928 Month, 1927-1928 Discharge in second-feet Run-off in Maximum Minimum Mean acre-feet October «0 November •4 December __ _ _ . . •10 January •14 February 2.0 1.8 .1 .1 1 .25 .19 .08 14 March 12 .^pril 4 May June July August September The year 2 58 • Estimated. 306 DIVISION OF ENGINEERING AND IRRIGATION MEDLIN CANYON NEAR DEVORE, STATE GAGE STATION INDEX No. 14-1 Location.— In the SEi of Sec. 20, T. 2 N., R. 5 W., If miles northwest of Devore, San Bernardino County. Drainage area. — 0.5 square miles (measured on topographic map). Records available. — October 1, 1927, to September 30, 1928. Gage. — Staff gage on left bank of channel. Discharge measurements.- — None. Channel and control. — One channel, coarse gravel and some brush. Control fair for low discharges. No rating curve obtainable. Extremes of discharge. — Unknown. Diversions. — None. Accuracy. — Monthly discharge ascertained from information given by R. B. Peters. Cooperation. — R. B. Peters. Monthly Discharge of Mcdlin Canyon near Devore, State Gage Station Index No. 11^—1 For the year ending September SO, 1928 Month, 1927-1928 Discharge in second-feet Bun-off in Maximum Minimum Mean acre-feet October... .1 .05 .1 .1 .1 .1 .05 .05 .05 .05 .05 .05 6 November 3 December 6 January- 6 February 6 March 6 April . 3 May 3 June 3 July 3 August.. 3 September 3 Tbeyear... . .. 07 51 KIMBARK CANYON NEAR DEVORE, STATE GAGE STATION INDEX No. 15-1 Location. — In the SEJ of Sec. 21, T. 2 N., R. 5 W., 1^ miles northwest of Devore, San Bernardino County. Drainage area. — 1.2 square miles (measured on topographic map). Records available. — October 1, 1927, to September 30, 1928. Gage. — Staff gage at head gate and small dam. Discharge measurements. — Made by wading. Channel and control. — One channel ; small dam forms a good permanent control. Extremes of discharge. — Maximum discharge, 2.0 second-feet on February 4, 1928 ; minimum discharge, 0.1 second-feet. Accuracy. — Gage read once a week. Daily discharge ascertained by applying gage height to rating table and by interpolation for days on which the gage was not read. Record fair. Diversions. — None. Cooperation. — R. B. Peters. SANTA ANA INVESTIGATION 307 Discharge tneasurements of Kimhark Canyon near Devote, State Gage Station Index No. 15-1 For the year ending September' SO, J928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1927- Feb. 16 H. Lindsey F. W. Bush L. Berger.. 2.5 20 .10 360 .\pril24 May 1 May 17 June 4 June 11- June 20 June 26 July 2 Julv 11 July 18 July 25 .^ug. 1.. .■Vug. 9 Aug. 22 Aug. 27 F. W. Bush F. W. Bush F. W. Bush .12 .11 .2 .2 1928— 2 1 5 8 2 2 2 2 2 2 4 3 2 Feb. 4 F. W. Bush . . 2 Feb. 8 F. W. Bush .2 Feb. 17 F. W. Bush 2 Mar. 3 S. Carlson S. Carlson .05 F. W. Bush . 2 Mar. 13... F. W. Bush .2 Mar. 14 S. Carlson F. W. Bush 2 Mar. 16 S. Carlson.. F. W. Bush 2 Mar. 20 S. Carlson F. W. Bush .2 Mar. 23 S. Carlson F. W. Bush .2 Mar. 24 S. Carlson L. Berger F. W. Bush .05 .15 .13 F. W. Bush .2 .\pril 4 . F. W. Bush .. .2 AprillS F. W. Bush .2 • Field cross-section from high water marks, by F. W. Bush. Computed from Kutter's formula, by J. A. Case. Daily discharge of Kimhark Canyon near Devore, State Gage Station Index Xo. 15-1 For the year eiiding September SO, 1928 Day Feb. Mar. April May June July .Aug. Sept. 1 .2 .2 .5 2.0 18 1.5 1.3 1.0 .9 .9 .8 .7 .7 .6 .5 .5 .5 .5 .6 .7 .8 .9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 .9 .8 .7 .6 .5 .5 .5 .3 .3 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 2 2 .2 .2 .2 .2 .2 2 .2 .2 .2 .3 .3 .4 .5 .4 .3 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 2 .2 .2 .2 .2 .2 .2 .2 .1 .1 .1 .1 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 2 .2 .2 2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 2 2 ^2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 ? 2.... 2 3.. ?. 4 ?. 5 0, 6 ?. 7 ?. 8 9. 9 ?. 10 ?. 11 % 12. •? 13 2 14 t 15. ? 16. ?! 17 ? 18 2 19 2 20 9 21 22. . 23 2 24 ■? 25 •ij 26 ■> 27 2 28 . •? 29 *> 30 31 308 DIVISION OF ENGINEERING AND IRRIGATION Monthly discharge of Kimbark Canyon near Devore, State Gar 311 AMES CANYON NEAR DEVORE. STATE GAGE STATION INDEX No. 18-1 Location. — In center of See. 27, T. 2 N., R. 5 W., IJ miles northeast of Devore, 6i miles north of Ilij^hland avenue, San Bernardino County. Drai.xage area. — 1.0 square mile (measured on topographic map). Records available. — October 1. 1927, to September 30, 192S, Gage. — Staff gage on right bank of channel. Discharge measurements. — Made by wading. ('hanxki, and control. — One channel, boulders; control iwrnianent in normal year. E.xtremes of discharge. — Discharge of this canyon constant flow of 0.2 sec.-ft. from information furnished by R. B. Peters. Diversions. — None. CooPER.\TiON. — R. B. Peters. Rating table of Ames Canyon near Devore, State Gaoe Station Index Xo. lS-1 Gage Discharge Gage Discharge height second- height second- feet feet feet feet .80 .3 1.50 98 .90 4.0 1.60 128 1.00 8.0 1 70 162 1.10 17.0 1.80 199 1.20 30.0 1.90 241 1.30 48.0 2 00 284 1.40 71 2.10 330 Discharge measurements of Ames Canyon near Devore. State Gage Station Index No. 18-1 For the year ending September 30, 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second - feet 1927— Feb. 16.- 1928- Aprilll F. W.Bush 2.1 .76 330 2 .■VprU18 -... May 17 May 30 June 20 F. W.Bush F. W.Bush F. W.Bush F. W.Bush .74 .74 .72 .71 .3 .2 1 .1 » Field cross-sections from highwater marks, by F. W. Bush. Computed from Kutter's formula by J. .\. Case. Monthly discharge of Ames Canyon near Devore, State Gage Station Index No. 18-1 For the year ending September SO, 1928 Month. 1927-1928 Discharge in second-feet Run-off in Maximum Minimum Mean acre-feet October - .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 12 12 November December - January.. 12 12 r' February March April - 12 •May June --- r' July 12 19 August September 12 The year .2 144 21—63685 ;a2 DIVISION OF ENGINEERING AND IRRIGATION CABLE CANYON WEST OF DEVIL'S CANYON, STATE GAGE STATION INDEX No. 19-1 Location.— In SEi, Sec. 26, T. 2 N., R. 5 W., If miles northeast of Devore, 2J miles north of Verdemont, GJ miles north of IliKhluiul avenue. San Bernardino County. Drainage area. — 2.7 square miles (measured on topographic map). Records available. — October 1, 1927, to September 30, 1928. Gage. — Staff gage on right bank of channel. Discharge measurements.^ — Made by wading. Channel and control. — One channel, coarse gravel and boulders ; control can be considered permanent for season of 1927-1928. Extremes of discharge. — Maximum discharge recorded, 3.0 sec.-ft., February 4, 1928 ; minimum discharge, 0.1 sec.-ft. Diversion. — One diversion for irrigation above station. Accuracy. — Gage read once a week. Daily discharge ascertained by applying gage height to rating table and by interpolation for days on which the gage was not read. Ratinf) tahle of Caile Canyon, west of Devils Canyon, State Gage Station Index No. 19-1 Gage Discharge Gage Discharge height second- height second- feet feet feet feet .60 .6 1 80 108 .80 11 2.00 170 1.00 5 2.20 244 1.20 16 2.30 285 1.40 34 1.60 62.0 Discharge measurements of Cable Canyon, ivest of Devils Canyon, State Gage Station Index No. 19-1 For the year ending September 30, 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1927— Feb. 16 1928— Feb. 8 --- Feb. 17- Feb. 28 Mar. 3 Mar. 5- Mar. 8 Mar. 14 Mar. 23 April 4 April 6 April 18 — a F. W. Bush L. Berger_ S. Carlson S. Carlson S. Carlson S. Carlson S. Carlson S. Carlson L. Berger S. Carlson F. W. Bush 2 30 .80 .78 .75 .71 .73 .71 .72 .68 .80 .79 .71 285 1 1 6 8 8 8 8 8 8 9 9 8 May 1 May 17 June 4 June 11 June 20 June 26 - July 5 July 11-. July 18 July 25-- July 31 .\ug. 9 Aug. 23 .•\ug. 27 -. F. W. Bush F. W. Bush F. W. Bush F. W. Bush F. VV. Bu.sh F. W. Bush F. W. Bush F. W. Bush F. W. Bush F. W. Bush F. W. Bush F. W. Bush F. W. Bush F. W. Bush .69 .60 .56 .60 .61 .60 .52 .45 .40 .39 .38 .36 .35 .35 .8 .6 .4 .6 .6 .6 .4 .3 .2 .2 .2 .1 .1 .1 ' Field cross-sectiona from Mghwater marks, by F. W. Bush. Computed from Kutter's formula by J. A. Case. SANTA ANA INVESTIGATION 313 Dnily (Usrhdific in scrond-ferf of Cable ('inn/oii. insl of ncrH'K Canyon, State Gage Stafion Index Wo. lU-1 For the year ending Septe^nbcr 30, 1928 Day Feb. Mar. .\pril May June July Aug. Sept. I 1.0 1.0 l.I 3 11 1,1 1.1 1.1 11 1.0 1.0 .9 .8 .8 .7 ,6 6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .5 .5 .5 5 .6 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .5 .4 .4 .4 .4 .4 .4 .5 .6 .6 .7 .8 .9 1.0 1.0 1.0 1.0 1 .9 .9 (I .9 .9 .8 .8 .8 ,8 .7 .7 .7 .6 .6 .6 .6 .6 .6 .6 .5 .5 .5 .5 .5 5 .4 5 .5 .() .0 .6 .6 .6 .6 .6 .0 .6 .6 ,6 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 fl 5 5 .6 .6 .6 .() .6 .0 .6 .fi .0 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 6 .6 .6 .5 .5 .4 .4 .4 .4 .3 .3 .3 .3 ,3 .3 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 2 2 2 3... 4 5 6 7 8 9 10 11 12 13 14 IS 16 17 . . 18.... 19 20 . ... 21 22... 24 25 26 27 28... 30 31 Monthly discharge of Caile Canyon, icest of Devil's Canyon, State Gage Station Index No. 19-1 For the year ending September SO, 1928 Month, 1927-1928 Discharge in second-feet Run-oflf in Maximum Minimum Mean acre-feet OctoVer o6 November... . . . «30 December "40 January «40 February ... . ..... 3.0 1.0 1.0 .6 .6 .5 .2 .6 .4 .4 .4 .4 .2 .1 .87 .54 71 55 56 .26 .11 .1 50 .\la'-c!i 32 April 41 May 34 June 33 Julv.. 16 August 7 September 6 Theyear. 3.0 325 CABLE CANYON, WEST OF DEVIL'S CANYON. DIVERSION OF THE MEYERS COMPANY PIPE LINE, STATE GAGE STATION INDEX No. 19-2 IiOC.\TiON. — One mile upstream from state gage .station on Cable Canyon. Diversion. — The Meyer's Company diverts constantly an average of O.G sec.-ft. per day. A yearly discharge of 400 acre-feet is estimated. Cooperation. — The Meyer's Company. 314 DIVISION OF ENGINEERING AND IRRIGATION DEVIL'S CANYON NEAR SAN BERNARDINO, DIVERSION FOR CITY OF SAN BERNARDINO, STATE GAGE STATION INDEX No. 20-2 Location.— In the SE4 of Sec ,''.1, T. 2 N., U. 4 W., i mile upstream from U. S. G. S. gaging station, near San Bernardino, San Bernardino County. Recokds available. — October 1, 1927, to September 30, 1928. Cooperation. — City of San Bernardino supplies report of monthly diversion from Devil's Canyon. No daily discharge record kept. Monthly discharge of DeviVs Canyon diversion for city of San Bernardino For the year ending September 30, 1928 Month October. . . November December, January... February.. March April Run-off in acre-feet 32 67 90 70 90 80 70 Month May June July__ August September The year. Run-off in Acre feet 61 45 31 25 22 683 BISHOP'S CANYON NEAR PATTON, STATE GAGE STATION INDEX No. 23-1 Location.— In NWi, Sec. 18, T. 1 N., R. 3 W., 2i miles north of Highland avenue, east of Daley road, on line of Sterling avenue, produced north, 2f miles north- west of Patton, San Bernardino County. Drainage area. — 0.7 square mile (measured on topographic map). Records available. — October 1, 1927, to September 30, 1928. Gage. — Painted gage on right side of culvert on private road. Discharge measurements. — Made by wading. Control. — Concrete box culvert makes the control. Extremes of discharge. — Maximum stage recorded 0.20 ft., February 4, 1928 (discharge 12. sec-feet) ; minimum discharge, dry. Diversion. — None. Accuracy. — Rating curve poorly defined. Gage height read once a week. Daily discharge ascertained by applying gage height to rating table and by inter- polation for days on which the gage was not read. Record fair. Discharge measurements of Bishop's Canyon, near Patton, State Gage Station Index No. 23~1 For the year ending September 30, 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1928— Feb. 4 H. Lindsey H. Lindsey H. Lindsey S. Carlson S. Carlson Dayton Herrin.. .20 12.0 Mar. 6 Mar. 8 S. Carlson S. Carlson S. Carlson S. Carlson S. Carlson S. Carlson F. W. Bush Feb 11 Mar. 12 Feb 17 Mar. 15 Feb. 28 Mar. 19 Mar. 23 Mar 2 Mar. 3 April 3 SANTA ANA INVESTIGATION 315 Daily discharge in srcond-fcct of Bishop's Canyon near Patton, State Gage Station Index No. 23-1 For the year ending September SO, 1928 Day Feb. Mar. Day Feb. Mar. Day Feb. Mar. 1 4 2 15 10 5 .2 .1 .5 11 s 21 2 12 •)•) 3 13 23 4 14 24 5 15 25 6 16 - 20 7 17 27 8 18 28 9 19 29 10 20 30 31 . I Note — Dry on months for which no record is given. Monthly Discharge of Bishop's Canyon near Patton, State Gage Station Index No. 23-1 For the year ending September 30, 192S m _ Month, 1927-1928 Discharge in second-feet Run-off in Maximum Minimum Mean acre-feet October .32 November December .. .. . ._ ... January February.. . 4.0 .5 6 18 March 1 April Mav . . June . . Julv .\URUSt September . __ The year _ 4.0 19 LITTLE SAND CANYON NEAR PATTON, STATE GAGE STATION INDEX No. 24-1 Location.— In center of Sec. 19, T. 1 N., R. 3 W., If miles north of Highland avenue, on line of Orange street, extended north, in Del Rosa District, San Bernardino County. Drainage area. — 1.2 square miles (measured on topographic map). Records available. — October 1, 1927, to September 30, 1928. Gage. — Staff gage on right bank of channel, i mile above mouth of canyon. Discharge measurements. — Made by wading. Channel and control. — One channel, sandy bottom ; control not permanent due to scouring. E.XTREMES OF DISCHARGE. — Maximum stage recorded, 0.30 feet, February 4, 1928 (discharge, 16.8 sec.-ft.) ; minimum discharge, dry. Diversions. — None. Accuracy. — Gage read twice a week. Daily discharge ascertained by applying daily gage height to rating table and by interpolation for days on which the gage was not read. Record fair. 316 DIVISION OF ENGINEERING AND IRRIGATION liatiny tahle of Little Saud Canyon near Patton, San Bernardino County, State Gage Station Index No. 2Jf-l Gage Discharge Gage Discharge height second- height second- feet feet feet feet 0.10 0.1 1.5 220 0.30 16.8 2.0 525 0.50 20.0 2.5 910 0.60 25.0 3.0 1.340 0.70 35.0 3.5 1.790 0.80 45.0 4.0 2.280 0.90 60.0 4.6 2,855 1.00 80.0 Discharge measurements of Little Sand Canyon near Patton, State Gage Station Index No. 24-1 For the year ending September SO, 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 19''7 — a H. Lindsey H. Lindsey H. Lindsey S. Carlson S. Carlson 4.6 .30 .11 2,855.0 16 8 .1 Mar. 3 Dayton Herrin.. S. Carlson S. Carlson S. Carlson S. Carlson S. Carlson S. Carlson F. W. Bush Feb. 16 Mar. 6 1928— Mar. 8 Feb 4 Mar. 12 . Feb 11 Mar. 15 Feb 17 Mar. 19 Feb. 28 Mar. 23 Mar. 2 April 3 « Field cross-sections from highwater marks, by F. W. Bush. Computed from Kutter's formula, by J. A. Case. Daily discharge of Little Sand Canyon near Patton, State Gage Station Index No. 2^-1 For the year ending September 30, 1928 Day February Day February Day February 1 8 5 2 10 5 .3 .1 11 .1 .1 .1 .1 21 2 12 13 22 3 23 4 14 24 . 5 15 16 25 6 26 7 17 27 ... 8 18 19 20 28 9 . 29 10 SANTA ANA INVESTIGATION 'Ml Monihlii disrharffe of Lilflc Sand Canyon nrtir I'ation, State Gage Station Index No. 2J,-1 Far the year ending September SO, 1928 Month. 1927-1928 Discharge in second-feet Run-dff in Maximum Minimum Mean acre-feet October .6 N vcmber December .. . - Februnrv - - 8.0 34 March c April May Julv August . . September The vear 8.0 34 SAND CREEK NEAR PATTON, STATE GAGE STATION INDEX No. 25-1 Location.— In SEi. Sec. 19, T 1 X., K. 3 W.. 1 mile northeast of Patton. at north end of Palm avenue, 1 mile north of Highland avenue, 150 feet north of Bear Valley flume, San Bernardino County. Drainage abea. — 3.1 square miles (measured on topographic map). Records available. — October 1, 1927, to September 30, 1928. (Iagk. — Staff gage on right side on wing dam. Discharge measurements. — Made by wading. Channel and control. — One channel, width is permanent ; sand and gravel scour- ing causes shifting control. Extremes of discharge. — Maximum stage recorded, 0.33 ft., February 4, 1928 (discharge. 65 sec.-ft.) ; minimum discharge, dry. « Diversions. — None. Accuracy. — Gage height read once a week. Rating curve fairly well defined. Daily discharge ascertained by applying daily-gage height to rating table and by interpolation for days on which the gage was not read. Record fair. Rating Table of Sand Creek near Patton, State Gage Station Index No. Jo—t Gage Discharge Gage Discharge heitrht second- height second- feet feet feet feet 0.70 210 0.20 0.2 0.80 260 0.30 63.0 0.90 315 0.40 85.0 1.00 375 0.50 120.0 1.50 715 0.60 160.0 2.00 1.075 318 DIVISION OF ENGINEERING AND IRRIGATION Discharge measurements of Sand Creek near Patton, State Gage Station Index No. 25-1 For the year ending September SO, 1928 Date Made by Gage height feet Discharge second- feet 1927 February 16. _ _ (») H. Lindsey. H. Lindsey. H. Lindsey. S. Carlson.. S.Carlson.. D. Herrin. S. Carlson.. S.Carlson.. S. Carlson.. S. Carlson.. S. Carlson. - S. Carlson.. S. Carlson.. 2.7 0,33 0.20 1 620 1928 February 4 65 February 11 . 2 February 17., _ . February 28 March 2 March 3 . . . ... March 6 ._ March 8 : March 12 March 15 March 19 . March 23 Aprils .... - ^ Field cross-section from highwater marks, by F. W. Bush. Computed from Kutter's formula, by J. A. Case. Daily discharge of Sand Creek near Patton, State Gage Station Index No. 23-1 For the year ending September SO, 1928 Day February Day February Day February 1 18.0 5.0 4 3 2 10 .5 11 12 .2 .2 .1 .1 .1 21- -- 2 22 23 3 -. 13-- - 4 14 15 24 5 25 6 .. 16 . - 26 7 17 18 27 8 28 9 - . . . 19 - - 29 10 20 Note — Dry on months for which no discharge is given. Monthly discharge of Sand Creek near Patton, State Gage Slation Inde.r No. 2.J-/ For the year ending September 30, 1928 Month, 1927-1928 Discharge in second-feet Run-off in Maximum Minimum Mean acre-feet October November. December January February. 18 1.18 68 March . .a. April May June July August . September The year . . 18 68 SANTA ANA IXVKSTIGATIOX 319 RESERVOIR CANYON NEAR HIGHLAND, STATE GAGE STATION INDEX No. 27-1 Location.— In SEJ. Sec. 27. T. 1 N.. R. 3 W., on Highland avenue, 2400 feet east of City (^rooU bridfro. near IliKlilaiid. San Boniaidinn County. Dr.\inage area. — 1.1 square miles (measured on topogniphic map). Records available. — October 1, 1927, to September 30, 1928. Gage.- — Staff gage on left bank of channel. Discharge measurements. — Made by wading. Channel and control. — Wooden box in bed of stream. Control permanent. Chan- nel rooky with coarse gravel. Extremes of discharge. — Maximum stage recorded, 0.30 ft., February 4, 1928 (discharge, 1.2 sec.-ft.) ; minimum di.scharge. dry. Diversion. — None. Accuracy. — Daily discharge ascertained by using discharge measurements and by interpolation for periods between measurements. Record fair. Rating table of Reservoir Canyon near Highland, State Gage Station Index No. 27-1 Gage Discharge Gage Discharge height second- height second- feet feet feet feet 0.00 0.0 1.20 57 0.20 0.7 1.40 78 0.30 1.2 1.60 102 0.40 3.5 1.80 126 0.50 7.0 2.00 151 0.60 11.0 2.20 175 0.80 23.0 2.40 200 1.00 38.0 2.60 225 Discharge measurements of Besei'voir Canyon near Ilighland, State Gage Station Index No. 27-1 Far the year ending September 30, 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1927— Feb. 16 • H. Lindsey H. Lindsey H. Lindsey S. Carlson S. Carlson 3 00 0.30 275.0 12 Mar. 3 Mar. 6.. Mar. 8 Mar. 12 Dayton Herrin. . S. Carlson S. Carlson S. Carlson S. Carlson S. Carlson S. Carlson F. W. Bush 1928- Feb. 4 .. . Feb. 11. Feb. 17 Mar. 15 Mar. 19.. Feb. 28 - Mar. 23 April 3 Mar. 2 * Field cross-section from high water marks, by F. VV. Bush. Computed from Kutter's formula, by J. A. Case. 320 DIVISION OF ENGINEERING AND IRRIGATION Daili/ discharge in second-feet of Reservoir Canyon near Highland, State Oage Station Index No. 21-1 For the year ending September 30, 1928 Day February Day February Day February 1 1.2 1.0 .8 .7 .6 .3 .1 11 12 .1 21 2_ 22. _ 23 3 13 4 14_ _ 24 5 15 25 26. 6 _. 16.-.. 7 17 27 8 18 19 28 9 29. 10 20 Note. — Dry on months for which no discharge is given. Motithhj disc]iarge of Reservoir Canyon near Highland, State Gage Station Index No. 21-1 For the year ending September 30, 1928 Month, 1927-1928 Discharge in second-feet Run-off in Maximum Minimum Mean Sec. -feet October... ._ .. . _. .17 November ... __ December.. , . January February . _ _ 1.2 10 March.. . . April May. ... - - June July Augu.st September . _ The year . _ 1.2 10 EAST HIGHLAND STORM DRAIN NEAR EAST HIGHLAND. STATE GAGE STATION INDEX No. 28-1 J.ocATiON. — In NEi. Sec. 35, T. 1 N., K. 3 W., 3 mile north of Base Line road, i mile east of Cliurch street, at crossing of government trail to Plunge Creek, near East Highland, San Bernardino County. Drainage area. — 1.2 square miles (measured on topographic map). Records available. — October 1, 1927, to September 30, 1928. Gage.— Staff gage on right bank of channel. Discharge measurements. — Made by wading. Channel and control. — One channel, coarse gravel and small boulders. Control permanent for season. Extremes of discharge. — Maximum disciiarge recorded. 5.4 sec.-ft.. February 4, 1928; minimum discharge, dry. Diversions. — None. Accuracy. — Gage read once a week. Daily discharge ascertained by applying gage height to rating table and by interi)olation for days on which the gage was not read. Record fair. SANTA ANA INVESTIGATION •.V21 Disrhuif/c nicasiircnients of IJast Highland slorm drain near /v'«.i/ Iliyhland, Staff Gage Station Index So. 2H-t For the year ending September 30, 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1927- Feb. 16 u H. Liiulsey H. Lindsey H. Lindsey F. W. Bush F. W. Bush 2.3 .90 41 46 .18 .14 380 5 4 2 5 4 1 .^pril 2 .\|iril 18 Mav 1 F. W. Bush F. W. Bush F. W. Bush F. W. Bush F. W Bush .17 15 .14 .10 .4 3 1928- .3 Feb. 4 May 14 May 28 June 14 June 27 1 Feb. 11 Feb. 17 F. W. Bush Feb. 28 F. W. Bush Mar. 26 • Field cross-sections from high water marks by F. \V. Bush. Computed from Kutter's formula, by J. A. Case. Daily dischai-ge in second-feet of East Highland storm drain near East Highland, State Gage Station Index So. 28-1 For the year ending Septe^nber SO, 1928 Day Feb. Mar. April May Day Feb. Mar. April May 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 10 10 2 2 4 2.4 2 3 2.2 .4 .4 .3 .4 .5 .6 .5 .4 .3 .2 .1 .1 .1 .3 .3 16 2.2 17 2.1 18 2 19 18 20 1.7 21... 15 22 14 23.. 12 24 10 25.... .8 26.. .7 27 .5 28 .4 29.. .4 30 31 .3 .2 .1 .2 .2 .2 .2 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 Note. — Dry during the months of June, July, .\ugust, and September. Monthly discharge of East Highland storm drain near East Highland, State Gage Station Index No. 28-1 For the year ending September SO, 1928 Month. 1927-1928 Discharge in second-feet Run-off in Maximum Minimum Mean acre-feet October • 020.0 November . - «119.0 December '79.0 January '50.0 February _ 5.4 .6 .4 .3 .4 .1 .3 .1 2.17 0.29 0.33 O.lfi 125.0 March 18.0 .\pril . 20.0 May 9.8 ,•' June July .\ugust September The year 5.4 441.0 ' Estimated. 322 DIVISION OF ENGINEERING AND IRRIGATION OAK CANYON (WEST OF SANTA ANA CANYON) NEAR EAST HIGHLAND, STATE GAGE STATION INDEX No. 30-1 Location.— In NEi, Sec. 6, T. 1 S., R. 2 W., 2 miles east of East Highland, San Bernardino County, and i mile north of road to Santa Ana Canyon, i mile above canyon mouth at end of traveled road. Deainage area. — 2.2 square miles (measured on topographic map). Records available. — October 1, 1927, to September 30, 1928. Gage. — Staff gage on left bank of channel. Discharge measurements. — Made by wading. Channel and control. — One channel coarse gravel, few boulders; control perma- nent for small discharges. Extremes of DiscHARGE.^Maximum stage recorded, 1.80 ft., February 4, 1928 (discharge, 33.6 sec.-ft.) ; minimum discharge, dry. Diversion. — None. Accuracy. — Rating curve well defined up to di-scharge of 34 sec.-ft. Gage height read once a week. Daily discharge ascertained by applying daily gage height to rating table and by interpolation for days on Avhich the gage was not read. Record fair. Rating table of Oak Canyon {ivest of Santa Ana Canyon) near East Highland, State Gage Station Index No. 30-1 Gage Discharge Gage Discharge height second- height second- feet feet feet feet 0.0 0.0 1.10 18.2 0.10 0.1 1.20 20.4 0.20 1.5 1.30 22.5 0.30 2.8 1.40 24.8 0.40 4.5 1.50 27.1 0.50 6.0 1.60 29.3 0.60 8.0 1.70 31.5 0.70 9.8 1.80 33.6 0.80 11.7 13.8 16.0 0.90 1.00 Discharge measurements of Oak Canyon (west of Santa. Ana Canyon) near East Highland, State Gage Station Index No. 30-1 Foi' the year ending September 30, 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by • Gage height feet Dis- charge second- feet 1927- Feb. 16 1928— Feb. 4 Feb. 11 Feb. 17 .. a H. Lindsey H. Lindsey H. Lindsey 5 1 80 41 0.11 1,570 33.6 5 0.1 Feb. 25 Mar. 1. _. Mar. 6 _. Mar. 9 Mar. 12 April 3 F. W. Bush F. W. Bush F. W. Bush F. W. Bush F. W. Bush F. W.Bush 0.10 0.09 0.12 0.10 0.1 0.1 0.2 0.1 » Field cross-sections from highwater marks, by F. W . Bush. Computed from Kutter's formula, by J. A . Case. SANTA AXA INVESTIGATION 323 Ihiilj/ discharge in second-feet of Oak Cannon (west of Santa Ana Canyon) near East Highland, State Gage Station Index No. 30—1 Fui- the year ending SciJtcmbev 30. 1928 Day Feb. Mar. Day Feb. Mar. Day Feb. Mar. 1 1 1 1 10 8 7 5 7 6 5 6 5.0 1 1 2 1 0.1 1 1 1 1 0.1 11 5 4 3 2 10 05 0.1 0.1 0.1 0.1 21 1 0.1 0.1 0.1 0.1 1 0.1 0.1 0.1 2 12 22 3 . 13 23 4 14 24 5 15 25... 6 16 26 7 17 27 8 18 . 28 . 9 19 29 10 20 30.. 31 Monthly discharge of Oak Canyon (west of Santa Ana Canyon) near East Highland, State Gage Station Index No. 30-1 For the year ending September SO, 1928 Month, 1927-1928 Discharge in second-feet Run-off in Maximum Minimum Mean acre-feet October November '6 December =12 January .. «10 February . .... 10.0 0.2 0.1 0.1 2.33 0.04 134 March 2 .April May June July August September The year . . 10.0 164 MORTON CANYON NEAR MENTONE, STATE GAGE STATION INDEX No. 32-1 Location.— In the SEi, Sec. 9, T. 1 S., R. 2 W., li miles north and 2i miles east of Mentone, San Bernardino County. Drainage are.a. — 2.2 square miles (measured on topographic map). Records available. — October 1, 1927, to September 30, 1928. Gage.- — Staff gage near mouth of canyon on left bank of channel. Discharge measurements. — Made by wading. Channel and control. — One channel, coarse gravel; control permanent for small discharges. Diversions. — None. Extremes of discharge. — Maximum daily discharge, 10.0 sec.-ft., February 4, 1928; minimum discharge, dry. Accuracy. — Discharge measurements made once a week. Daily discharge ascer- tained by use of discharge measurements as discharge for the day and by interpolation for periods between measurements. Record fair. .•^24 DIVISION OF ENGINEERIXG AND IRRIGATION Discharge measurements of Morton Canyon near Mentone, State Gage Station Index No. 32-1 Foi- the year ending September 30, 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1927— Feb. 16 a H. Lindsey H. Lindsey F. W. Bush... F. W. Bush F. W. Bush F. W. Bush... F. W. Bush F. W. Bush... F. W. Bush 2.60 0.32 0.21 0.20 0.20 0.50 0.50 0.50 0.50 0.52 250 6.4 1.4 1.3 1.3 0.2 0.2 2 2 0.2 .\pril 3. .\pril 17 F. W. Bush... F. W. Bush F. W. Bush. . F. W. Bush F. W. Bush F. W. Bush F. W. Bush F. W. Bush F. \V. Bush F. W. Bush F. W. Bush F. \V. Bush . 48 47 0.47 0.47 0.46 0.45 45 46 0.45 0.45 0.44 0.44 0.2 0.1 0.1 0.1 1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 1928— Feb. 11 Feb. 17 .■^pril26 May 2. _.. May 14 May 22 Feb. 24 Mar. 1 Mav 28 Mar. 7 June 14 June 21 Mar. 12 Mar. 16 Mar. 21 Mar. 24 June 27 July 23 Aug. 1 » Field cross-section from high water marks, by F. W. Bush. Computed from Kutter's formula, by J. A. Case. Daily discharge of Morton Canyon near Mentone, State Gage Station Index No. 32-1 For the year ending September 30, 1928 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- Feb. Mar. 1.5 1.5 1.5 10.0 6.4 6.4 6.4 6.4 6.4 6.4 6.4 5.6 4.7 3.9 3.0 2.2 1.4 1.4 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 April Mav June July SANTA ANA INVESTIGATION 325 Monthhj discharge of Morton Canyon near Mentone, Stale aane Station Index No. 32-1 For the year endinp September SO, 1928 Month, 1927-1928 Discharge in second-feet Run-off in Maximum Minimum Mean acre-feet OotobiT "10 N ovcinbcr •15 IX'CpmbtT 'L'O Jamiarv "40 Fotiruarv 10.0 13 0.3 1 0.1 1 1 13 3 0.2 0.1 1 1 3 32 0.79 20 10 10 1 0.05 liU March 21 April... 12 May 6 June 6 July 6 August 3 September.. The year 10.0 330 SPOOR CANYON NEAR YUCAIPA GATEWAY, STATE GAGE STATION INDEX No. 34-1 Location.— In XEi. Sec. 19, T. 1 S.. R. 2 W., on Mill Creek to Yucaipa road, near Yucaipa Gateway, San Bernardino County. Drainage area. — 1.2 square miles (measured on topographic map). Gage. — Staff gage on large wooden box culvert at road crossing of road from Mill Creek to Yucaipa. Records available. — This canyon has several perennial springs and a constant flow of .1 of a second-foot during the rainy season, gradually reducing. A yearly discharge of 20 acre-feet is estimated for the season 1927-1928. Discharge measurements of Spoor Canyon near Yucaipa Oateicay, State Gage Station Index No. 34-1 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1927— Feb. 16 a 3 5 880.0 1928— Mar. 24 F. W. Bush .1 ' Field cross-sections made from highwater marks, by F. W. Bush. Computed from Kutter's formula Ly J. A. Case. WARD CANYON NEAR MENTONE. STATE GAGE STATION INDEX No. 35-1 I^)CATlON.— In NWi, Sec. 22. T. 1 S., R. 2 W.. near Mill Creek road, east of Mentone, San Bernardino County. Drainage area. — <).2 square mile (measured on topographic map). G.\GE. — Staff gage on right bank of channel. Records available. — This canyon during the season 1027-1928 had no run-off. Having a very small drainage and low altitude, only a very hard storm would cause run-off. 326 DIVISION OF ENGINEERING AND IRRIGATION SAN TIMOTEO CREEK NEAR REDLANDS, STATE GAGE STATION INDEX No. 36-1 Location.— In NBi Sec. 10, T. 2 S., R. 3 W., on Redlands-Beaumont road at bridge crossing, near Redlands, San Bernardino County. Drainage area. — 119.G square miles (measured on topographic map). Records avaii^able. — October 1, 192G, to September 30, 1928. Gage. — Water-stage recorder on concrete pier right bank of channel. Discharge measurements. — Made by wading at low water ; from bridge at high water. Channel and control. — One channel ; sandy control. Extremes of discharge. — For the year ending September 30, 1927, maximum discharge, 3000 sec.-ft., February 16, 1927 ; minimum discharge, dry. For the year ending September 30, 192S, maximum discharge, 59 sec.-ft., February 4, 1928 ; minimum discharge, dry. Accuracy. — Rating curve poorly defined. Control shifts due to scouring. Water stage recorder gave good record. Daily discharge ascertained by applying mean daily gage to rating table. Records good. Gage washed out February, 1927. New gage installed December, 1927, with different datum. Cooperation. — City of Redlands, Discharge measurements of San Timoteo Creek near Redlands, State Gage Station Index No. 36-1 For the years ending September 30, 1927 and 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1926 — P. E. Hicks - 1.0 14 9 18 1.0 1.5 1.5 62 197 260 10 2,000 3,000 2,020 29 15 3 9,4 10 4 7 5 46 3 12 6 6.2 5 3 1.8 2.3 16 2 11 5 9.0 4 9 4 2 2.9 3.4 April 29 Mav 3 Dec. 27 Dec. 30 1928— Jan. 4 Jan. 11 Jan. 15 Jan. 16 Jan. 18 Jan. 26 Feb. 2 Feb. 4 Feb. 4 Feb. 4 Feb. 4 Feb. 4 Feb. 5 Feb. 9 Feb. 16.. Feb. 25 Mar. 1 Mar. 3 Mar. 6. Mar. 9 Mar. 19 Mar. 26 April 2 April 9 April 16 April 25 Mav 2 May 9 May 16 P. E. Hicks 2 9 Dec 28 P. E. Hicks 1 5 1927— Jan 7 P E Hicks Bush& Hicks... W. S. Post ... .24 1.7 3 Jan. 14 P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks 3.83 3.78 3.99 3 90 3 99 4 15 4 37 4 47 3.90 P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks P. E. Hicks .17 .15 .25 .16 .25 .36 .40 1 05 .97 1 17 1 33 1.45 1.15 1 05 1 05 1.06 96 1.16 1.28 1.18 1.07 1.18 1 06 1.05 1.06 1.17 .84 .88 1.05 Jan. 22 Jan. 29 .2 .1 Feb 5 2.0 Feb. 12 .5 Feb. 14 1.9 Feb. 14 Feb. 14 Feb. 15 1.2 .8 27.1 Feb 15 36.8 Feb 16 P. E. Hicks . - 46 8 Feb 16 P. E. Hicks 59.4 Feb 17 P E Hicks 31.6 Feb 18 ' P. E. Hicks - 5 2 Feb 22 P. E. Hicks .... 2 Mar 2 P. E. Hicks 10 Mar 3 P. E. Hicks . .1 Mar 4 P. E. Hicks 2 Mar 4 P. E. Hicks 8 9 Mar 5 P. E. Hicks 3.2 Mar 13 P. E. Hicks 1.9 Mar 20 P. E. Hicks 1.1 Mar 27 P. E. Hicks .9 Mar 29 P. E. Hicks .- . .2 Mar 30 P E Hicks .1 Mar 31 P. E. Hicks .1 April 1 April 3 P. E. Hicks 1 P. E. Hicks April 10 P. E. Hicks .1 April 17 P. E. Hicks .2 SANTA ANA INVESTIGATION 327 Daily discharge iti second-feet of Sun Timotco Creek near Redlands, State Gage Station Index No. 36-1 For the year ending September 30, 19S7 Day Oct. Nov. Dec. Jan. Feb. Mar. April May 1 : 2 .2 .2 2 ^2 .2 .2 .2 .2 .2 .2 .2 2 .2 .2 .3 3 .3 .3 .3 .3 .3 .3 .3 .3 i .3 .3 .3 .3 .5 .5 .5 .5 .5 .5 .5 .5 .5 5 .5 .5 5 .5 5 .5 .5 .5 .5 .5 .5 5 .5 .5 .5 .5 .5 .5 .5 .5 10 10 1.0 10 10 1.0 1.0 1.0 1.0 10 1 1.0 1.0 1.0 1.0 1.2 1.3 1.4 2 2.5 3.0 2.5 2 5 11 11 1.2 12 1.3 13 1.4 1.3 1.3 1.2 11 1.1 1.0 .9 10 12 1.3 1.4 1.5 1.6 1.7 18 1 7 1.6 14 1.3 1.2 1.1 1.0 13 16 2 2.3 2.6 3 15 15 15 15 15 15 15 1 5 9 150.0 1.150 1,840.0 150 15.0 MO 12 11.0 9 4 94 9 5 9 6 97 9 8 9.9 10 2 10 4 7 5 6 8 6 2 6 5 9 5 8 5 7 5 6 5 5 5 4 5 3 4.8 4 3 3 8 3.2 2.8 2 3 1.8 1.8 1.9 1.9 2.0 2 1 2.2 2 3 9.2 16.2 11 5 9.0 4.9 4 5 4.2 4 3 9 3.7 3 5 3 3 3 1 2 9 2.9 3 3 3 1 3.2 3.3 3 4 3 4 3.4 3 3 3 3 3 2 3 2 3 2 3.1 3.1 3 1 3 1 2 9 2 5 2 2 2 1 8 3 1 5 4 5 - - y 10 11 12 13 14 15 16 17 20 21 22 23 24 25 26 27 .- 28 29 30 31 Daily discharge in second-feet of San Timoteo Creek near Redlands, State Gage Station Index No. 36-1 For the year ending September 30, 1928 Dav Dec. .2 .2 .2 .2 .2 .2 2 2 .2 2 .3 .3 .3 3 .3 .3 .3 3 .3 .3 3 .3 3 .3 .3 .3 13 1.3 2.0 3.0 .8 Jan. .6 .4 .3 2 .2 .2 3 .3 2 .2 .2 .2 .2 .2 .4 .3 .8 2.0 1 8 18 16 16 13 13 12 12 12 10 .8 .8 .8 Feb. .8 .8 10 21 8 5 2 4 2.8 1.0 .2 2 5 3.0 2 5 2 2 1 1 Mar. .2 2 6.0 5.0 3.0 3.0 2 5 1.9 1.9 1.9 1.8 1.8 1.7 1,7 17 1.1 1.1 11 1.0 1.0 1.0 .9 .9 .8 .7 6 4 3 April May Note — Dry on months for which no discharge is ttiveii. except probably small flow in November. 1927. 22—63685 ;]28 DIVISION OF ENGINEERING AND IRRIGATION Monthly discharge of San Titnoteo Creek near Redlands, State Gage Station Index No. 36—1 For the year ending September SO, 1927 Month, 1926-1927 Discharge in second-feet Run-off in Maximum Minimum Mean acre-feet October.. .3 5 3 18 1,840 16 2 4.9 2 2 .2 5 10 9 15 18 2 5 ,25 .5 1 30 1 30 123 5 46 3 35 .18 15 November .. . ___ 31 Decembar 80 January 80 February _ __ 7,560 March 336 Anril 206 May . -- 11 June July August ..._ September _. The year 1,840 11.3 8.320 Monthly discharge of San Timoteo Creek near Redlands, State Gage Station Index No. 36-1 For the year ending September 30, 1928 Month, 1927-1928 Discharge in second-feet Run-off in Maximum Minimum Mean acre-feet October November ''15 December Januarv.- _ _ __ 3.0 2 21.8 6 2 '.2 .2 2 ,1 .2 .1 ,49 .76 1.99 1.59 ,12 ,08 30 1 46 7 February ... .. _ 114.0 March 97.7 Anril _. .._ 7.1 May 4.9 June _ _ _ July . August- September. The vear . 21 8 .44 310.0 « Estimated. RECHE CANYON NEAR REDLANDS, STATE GAGE STATION INDEX No. 38-1 Location.— In SWi, Sec. 27, T. 1 S., R. 4 W., 3i miles east of Bryn Mar on the Redlands-Riverside road near Gage Canal crossing, near Redlands, San Ber- nardino County. Drainage akea. — ll.G square miles (measured on topographic map). Gage. — Staff gage on south side of bridge near Gage Canal crossing. Records available. — This canyon is dry except in very heavy rains ; during the season 1927—1028 the discharge was estimated as 5 acre-feet. Discharge measurements of Reche Canyon near Redlands, State Gage Station Index No. 38-1 For the year ending September SO, 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1928— Feb. 11 H. Lindsey Feb. 17 H. Lindsey SANTA ANA INVESTIGATION 329 SANTA ANA RIVER AT COLTON. STATE GAGE STATION INDEX No. A-1 Location. — At Mt. Vornon Ilishwiiy hiidKo, GOO ft. south of Southern Pacific R. R., one block cjist of Soullit'in I'juific sliops. ."00 ft. ca.st of Riverside Water Comitan.v's canal, at Colton. San IJcnianlino County. Records available. — October 1, 1927, to September 30, 1928. Gage. — Water-stage recorder on west buttress of bridge. Discharge measurements. — Made by wading at low water ; from bridge at high water. Channel and control. — Stream splits into several channels at normal discharge, low discharge one channel. Sandy luittoni control shifts. Extremes of discitarge. — Maxinuim stage recorded, 3.78 ft., February 4, 1928 (discharge, 1000 sec.-ft.) ; miuimum discharge, dry. Diversions. — Numerous diversions for irrigation above station. Accuract. — Daily discharge ascertained by applying mean gage heights to rating table. Water-stage recorder gave good record from time of installation, Decem- ber 10, 1927. Rating curve fairly well defined. Record good. Discharge measurements of Sattta Ana River at Colton, State Gape Station Index No. A-1 For the year endinr 1. li)27, to September 'M). 1928. DisCH.\iU!E MEASUUEMKNTS. — Made by wading. Channel and controi,. — Ditch channel; no well-defined control. Accuracy. — Monthly discharse record based on measurements made at regular intervals. t Disvharyc meaKiircnieuts of druiuatje ditch uenr Fairview, ' State Gage Station Index \o. K-Jf For the year ending September SO, 1928 ^ Dutc Made by Discharge second-feet Date Made by Discharge second-feet 1927- Dec. 8 Dec. 23.. 1928— H.C. TroxeU... H.C. TroxeU... H.C. TroxeU... H.C. TroxeU... H.C. TroxeU... .7 11 1 1 I 7 14 Feb. 10 Feb. 17 .Mar. 8 Mar. 19 Mar. 30.... June 6 Sept. 26 J. Shiffer. J. Shiffer H.C. TroxeU... J. Shiffer H.C. TroxeU... J. Shiffer H.C. TroxeU... 3 2 3 2 2 2 1.8 Jan. 20 1 6 Jan. 27 •^.4 Monthly discharge of drain ditch near Fairview, State Gage Station Index No. E-4 Month Mean discbarge second-feet October November. December.. Januar>-... February.. March \pril .6 .6 .9 14 4 2 4 1.8 Run-off in acre-feet '■36 9 •■35 7 53 3 86 1 230 148 107.0 Month May June July August September. The year. Mean discharge second-feet 1.35 Rim-off in acre-feet 1.7 104 10 60.0 .8 49.0 .5 31 5 30.0 970.0 <^ Estimated DRAINAGE DITCH NEAR FAIRVIEW, STATE GAGE STATION INDEX No. E-5 Location. — On Adams avcniu'. ] mile ea.^t of the Santa Ana River, near Fairview, Orange County. Records available. — October 1. 1927. to September 30. 1928. Discharge me.\surements. — Made by wading. ""iiANNEL AND CONTROL. — Ditch channel; no well-defined control. Accuracy. — Monthly discharge record based on me.isurements made at regular intervals. Discharge nicasurcmenis of drainage ditch near Fairview, State Gage Station Index No. E-5 Far the year ending September SO. 1928 Date Made by Discharge second- feet Date Made by Discharge Ee;ond-feet 1927 Dec. 8... . H.C. TroxeU... H.C. TroxeU... H.C. TroxeU... H.C. TroxeU... H.C. TroxeU... H.C. TroxeU... 1 1 16 1 7 1 8 1 7 2 2 Feb. 10. . J. Shiffer J. Shiffer H.C. TroxeU... J. Shiffer H.C. TroxeU... J. Shiffer H.C. TroxeU... 1 8 Dec. 23 Feb. 17 Mar. 8 .Mar. 19 Mar. 30 1 9 1928— Jan. 5 Jan. 20 2 3 3 3 2 3 Jan. 27.. .. June 6 Sept. 26.. 1 3 Feb. 3.. - 2 ' Estimated. 23—63685 oU DIVISION OF ENGINEERING AND IRRIGATION Monthly discharge of drainage ditch near Fairview, State Gage Station Index No. E-5 For the year ending September 30, 1928 Month Mean discharge second-feet Run-off in acre-feet Month Mean discharge second-feet Run-oft in acre-feet October... November December, January. - February. March April .5 .5 1.4 1.7 2.0 2.6 2.0 '31 •^30 80 104 115 160.0 119.0 May June July August September.. The year 1.5 1.0 .5 .5 .3 92 60 31 31.0 18 1 21 871.0 « Estimated. DRAINAGE DITCH NEAR TALBERT, STATE GAGE STATION INDEX No. E-6 Location.— On Adam.s avenue, i mile west of the Santa Ana River, near Talbert, Orange County. Records available. — October 1, 1927, to September 30, 1928. Discharge measurements. — Made by wading. Channel and control. — Ditch channel ; no well-defined control. Accuracy. — Monthly discharge record based on measurements made at regular intervals. Discharge measurements of drainage ditch near Taliert, State Gage Station Index No. E-6 For the year eliding Septonber SO, 1928 Date Made by Discharge second-feet Date Made by Discharge second-feet 1927- Dec. 8 H. C. TroxelI..- H. C. TroxeU... H.C. TroxeU--. H.C. TroxeU... H.C. TroxeU... H. C. TroxeU. -- 5 2 9 13 2 2 2.4 Feb. 10- Feb. 17 Mar. 8 Mar. 19 Mar. 30 June 6 Sept. 26 J. Shiffer-..".... J. Shiffer- H.C. TroxeU... J. Shiffer H.C. TroxeU... J. Shiffer H.C. TroxeU... 1.7 Dec. 10 15 1928- Jan. 5 1.6 .9 Jan. 20 .. .4 Jan. 27 Feb. 3 2 Dry Monthly discharge of drainage ditch near Talbert, State Gage Station Index No. E-6 For the year ending September 30, 1928 Month October... November December. January.. February. March AprU Mean discharge second-feet 1.0 .4 Run-off in acre-feet '•31 '•30 123 123 104.0 62 24.0 Month May June July-- August September . . The year Mean discharge second-feet Run-off in acre-feet 18 12.0 12 6 .75 545,0 SANTA ANA INVESTIGATION 345 DRAINAGE DITCH NEAR TALBERT, STATE GAGE STATION INDEX No. E-7 Location. — On Adams avenuo, 1 milo west of Santa Ana Rivor and 2 miles south of Talbert, Orange County. Records available. — October 1, 1927, to September 30, 1928. Discharge measurements. — No measurements made during period. Channel and control. — Ditch channel ; no well-defined control. Accuracy. — Monthly discharge record basei.sch.\iu;e xie.\surements. — Made by wading. ("H.^NNEL AND CONTROL. — Ditch channel: no well-defined control. Accuracy. — Monthly discharge record ba.sed on measurements made at regular intervals. Discharge measurements of drainage ditch near Wintersburg, State Gage Station Index No. E-11 For the year ending September 30, 1928 Date Made by Discharge second-feet Date Made by Discharge second-feet 1927— H.C. TroxeU... H. C.Tro.xell... H. C. Troxell . 1 4 2 3 3 4 i Feb. 10 . . . J. Shiffer.. J. Shiffer H.C. Troxell... J. Shiffer H.C. Troxell... J. Shiffer H.C. TroxeU... 1 9 Dec. 9 Feb. 17.- -. 2.0 Dec. 23 1928- Jan. 5 . . Mar. 8 .-.. Mar. 19. Mar. 30 . 5.2 3.2 3 4 Jan. 27 Feb. 3.— H.C. Troxell... 2 H.C. Troxell... 2 5 June 6 Sept. 26 2 6 Monthti/ discharge of drainage ditch near Wintersburg, State Gage Station Index No. E-11 For the year ending September SO, 1928 Month Mean discharge second-feet Run-off in acre-feet Month Mean discharge second-feet Run-off in acre-feet October... November December. January . . February. March.... .\pril 10 10 19 2 7 2 1 3.9 2 5 •61 ■ 60 117 166 121 240 149 I Ma> June July August September.. The year. 2.0 15 10 .8 .6 123 90 61 49 36 1 75 1,270.0 ?A8 DIVISION OF ENGINEERING AND IRRIGATION DRAINAGE DITCH NEAR WINTERSBURG, STATE GAGE STATION INDEX No. E-12 Location. — On Bolsa Chiea road, 0.4 miles south of Smeltzer avenue, near Winters- burg, Orange County. Recokds available. — October 1, 1927, to September 30, 1928. Discharge measurements. — No measurements made during period. Channel and control. — Ditch channel ; no well-defined control. Accuracy. — Monthly discharge record based on estimates of discharge made at regular intervals. Monthly discharge of drainage ditch near Wintershurg, State Gage Station Index No. E-12 For the year ending September SO, 1928 Month October _- November December _. January February March April « Estimated Mean discharge second-feet .1 .1 .2 .2 .3 .2 .2 Run-oS in acre-feet <^6.1 ^6 <=12 3 '12 3 m.z '12.3 ni.9 Month May June July August September- - The year. Mean discharge seeond-feet I .15 Run-off in acre-feet "6.1 ■•6.0 s-ei "■6.1 '6.0 108 DRAINAGE DITCH NEAR LOS ALAMITOS, STATE GAGE STATION INDEX No. E-13 Location. — On private road, i mile south of Westminster avenue and i mile west of Bolsa Chica street, near Los Alamitos, Orange County. Records available. — October 1, 1927, to September 30, 1928. Discharge measurements. — No measurements made during period. Channel and control. — Ditch channel ; no well-defined control. Accuracy. — Ditch dry during entire period. DRAINAGE DITCH NEAR LOS ALAMITOS, STATE GAGE STATION INDEX No. E-14 Location. — On private road, ^ mile south of Westminster avenue and 1 mile west of Bolsa Chica street, near Los Alamitos, Orange County. Records available. — October 1, 1927, to September 30, 1928. Discharge measurements. — No measurements made during period. Channel and control. — Ditch channel ; no well-defined control. Accuracy. — Ditch dry during entire period. DRAINAGE DITCH NEAR LOS ALAMITOS, STATE GAGE STATION INDEX No. E-15 Location. — At corner of Westminster avenue and Los Alamitos boulevard, near Los Alamitos, Orange County. Records avail^uile.^ — October 1, 1927, to September 30, 1928. Discharge measurements. — No measurements made during period. Channel and control. — Ditch channel ; no well-defined control. Accuracy. — Ditch dry during entire period. SANTA ANA IXVESTIGATION 349 UPPER CARBON CANYON NEAR OLINDA. STATE GAGE STATION INDEX No. 49-2 Location.— In SEi of Sec. 2, T. 3 S., K. 9 W., 2 miles east of Olinda on Carbon Canyon road, Orange County. Drainage area. — 5.2 square miles (measured on topographic map). Records available. — October 1, 1927, to September 30, 192S. Gage. — Staff gage. Discharge measurements. — Made by wading. Extremes of discharge. — Maximum stage recorded, 0.80 ft., February 4, 1928 (discharge, 9.5 sec.-ft.). Accuracy. — Estimated from measurements by Orange County Flood Control. Cooperation. — Orange County Flood Control. Discharge measurements of Upper Carbon Canyon near Olinda, State Oage Station Index No. Jf9-2 For the year ending September SO, 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1928— Stoner .80 9.5 Feb. 4. Mar. 6 Stoner .69 .55 5.0 Feb. 4 Stoner .5 Monthly discharge of Upper Carhon Canyon near Olinda, State Gage Station Index No. 49-2 For the year endhtg September SO, 1928 Month October.. November December. January.. February. March .\pril Run-off in acre-feet 3 8 10 3 12 5 3 Month May June July August September The year Run-off in acre-feet 59 LOWER CARBON CANYON NEAR OLINDA, STATE GAGE STATION INDEX No. 49-1 I.IK ation. — In SE}. Sec. S, T. 3 S.. R. 9 W., on Rose street, i mile south of Olinda, Oranj^c County. Drainage area. — 12.6 square miles ( iiK-a.-^urfd on topographic map). Records available. — October 1, 1927, to September 30, 1928. Gage. — Staff gage. I>isch.\rge MEA8URE^rENT8. — Made by wading. K.VTREMES op dischaki.e. — Maximum stage recorded, 0.50 ft., February 4, 1928 (discharge, 2.8 sec.-ft.) ; dry during remainder of season. /iCCtTRACY. — Estimated from measurements by Orange County Flood Control. Cooperation. — Orange County Flood Control. 350 DIVISION OF ENGINEERING AND IRRIGATION Discharge measuremeiils of Lower Carion Canyon near Olinda, State Gage Station Index Xo. JfO-l Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1928— Feb. 4 Stoner.. ., .50 2.8 Feb. 4 Stoner .45 7 ( Monthly discharge of Loioer Carion Canyon near Olinda, State Gage Station Index No. ^9—1 For the year ending September 30, 1928 Month Run-oiT in acre-feet Month Run-off in acrc-fcet October ____ 2.0 May . . . November.. . June December . July August January .. February . .September March... T)ie year April 2.0 FOOTHILL DRAIN NEAR PLACENTIA, STATE GAGE STATION INDEX No. E-16 Location.— Ill NWi, Sec. 25, T. 3 S.. R. 10 W.. U miles north of A., T. and S. F, R. R. on extension of Placentia avenue, and 1 mile northwest of Placentia, Orange County. Drainage area. — Not measured. Records available. — October 1, 1927, to September 30, 1928. Gage. — Staff gage. Extremes of disch.vrge. — Maximum discharge, 0.8 sec. -ft., February 4, 1928. Accuracy. — Estimated from measurements by Orange County Flood Control. Cooperation. — Orange County Flood Control. Discharge measurements of Foothill Drain near Placentia, State Gage Station Index No. E-16 For the year ending September 30, 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1928- Feb. 4 Stoner .65 .8 Mar. 6... Stoner .90 .8 SANTA ANA INVESTIGATION 351 Monthhj disrliarfiv of Fontliill Itniin near Plncetitia. State Gage Station Index No. E-16 For the year ending September SO, 1928 Month October... November December. January.. February. March AprU Run-off in acre-feet 1.0 1.2 1.6 1.2 Month May June July .\ugust September The year Run-off in acre-feet 5.0 SOUTH FORK OF BREA CANYON NEAR BREA, STATE GAGE STATION INDEX No. 48-1 Location.— In SEi of Sec. 1. T. 3 S., R. 10 W., 1^ miles north of Brea, on Brea Canyon road, in Orange County. Dk.\i.n.\ge .\re.\. — 12.0 .square miles (measured on topographic map). Records available. — October 1, 1927, to September 30, 1928. Gage. — Staff gage. Discharge measurements. — Made by wading. Extremes of disch.\rge. — Maximum stage recorded, 1.00 ft., March 6, 1928 (dis- charge, 8.0 sec.-ft.). AccuR.\CY — Estimated from measurements by Orange County Flood Control. Cooperation. — Orange County Flood Control. Discharge measurements of South Fork of Brea Canyon near Brea, State Gage Station Index No. 48-1 For the year ending September 30, 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1928— Feb. 4 Stoner .50 .10 5.1 2.0 .Mar. 6 Mar. 6.... Stoner . 1.00 .20 8 Feb. 4 Stoner Stoner 2-5 Monthly discharge of South Fork of Brea Canyon near Brea, State Gage Station Index No. Jf8-1 For the year ending September SO. 1928 Month October... November December. January. . February. March .\pril Run-off in acre-feet 6.0 10.0 6.0 6.0 30.0 15.0 6.0 Month .May June July .August September The year Run-off in acre-feet 6.0 6.0 6.0 6.0 6.0 109.0 ^''52 DIVISION OF ENGINEERING AND IRRIGATION NORTH FORK OF BREA CANYON NEAR BREA, STATE GAGE STATION INDEX No. 47-1 Location.— In NEi of Sec. 1, T. 3 S., R. 10 W., on Brea Canyon road, 1^ miles northeast of Brea, Orange County. Drainage area. — 7.8 square miles (measured on topographic map). Records available. — October 1, 1927, to September 30, 1928. Gage. — Staff gage. Discharge measurements. — Made by wading. Extremes of discharge. — Maximum stage recorded, 0.90 ft., March 6, 1928 (dis-] charge, 2.0 sec.-ft.). Accuracy. — Discharge estimated from measurements by Orange County FloodJ Control. Cooperation. — Orange County Flood Control. Discharge measurements of North Fork of Brea Canyon near Brea, State Oage Station Index No. J^l-l For the year ending Septemher SO, 1928 Date Made by Gage height feet Dis- charge second- feet Date Made by Gage height feet Dis- charge second- feet 1928— Feb. 4 Stoner Stoner .80 .60 1.5 .6 Mar. 6 Stoner .90 .65 2.0 .8 Feb. 4 Mar. 6 Stoner Monthly discharge of North Fork of Brea Canyon near Brea, State Gage Station Index No. Jfl-l For the year ending September SO, 1928 Month October No\"!rabFr Detember. January.. Febriary. March April .Month Run-off in acre-feet May . .. . 3 June 3 Julv 3 August . . . . 3 September 3 The vear 42 niAPTKPv :] SANTA ANA RIVER AT PRADO AND AT PEDLEY BRIDGE Compilation of Summer Measurements July, Augnst and September From time to time numerous current-meter measurements of the Santa Ana River have been made at various points. Beginning with the year 1878 the flow at the diversion box of the Santa Ana Valley Irriga- tion and Anaheim Union Water companies have been measured at irrregular intervals. In 1919 the U. S. Geological Survey established a gaging station near this point. At Pedley Bridge and at "Riverside Narrows" various measure- ments have been made since 1888. In 1919 the U. S. Geological Survey began a systematic series of measurements. The following notations have been used in the accompanying tables : A — From documents accompanying canceled application No. 74, Division of "Water Rights, compiled from measurements made by H. C. Kellogg and others. B — The actual monthly discharge at Prado gaging station obtained by V. S. Geological Survey. D — From reports of H. C. Kellogg. E — Based on measurements made by U. S. Geological Survey in vicinity of Pedley Bridge and a comparison of those measurements to run- off at Prado. F — ^leasurements published by U. S. Geological Survey. G — From record of Santa Ana River at Pedley Bridge, Santa Ana Investigation. Santa Ana River at division box of Santa Ana Valley Irrigation and Anaheim Union Water companies ; one mile below U. S. G. S. station at Prado, and prac- tically identical tcith it in discharge; after July, 1919, at U. S. G. 8. station at Prado. Date Number of meaeuremente Mean discharge in 3econd-feet of measurements Estimated monthly run-off in acre-feet Authority July. 1878 August. 1879... August. 1880... July. 1891 August. 1891... September, 1891. July, 1892 August. 1892... September, 1892. July. 1896 August. 1896... .August. 1900... September, 1900, July, 1901 .\ugu8t. 1901... September, 1901 July, 1902 September, 1902 July, 1904 September, 1904 September. 1905, July, 1906 September, 1906 July, 1907 1 1 1 1 7 2 10 31 18 22 6 31 14 6 27 20 1 1 1 1 4 2 1 2 36 31 28 49 47 39 64 64 64 59 60 51 61 54 63 60 60 42 48 66 66 58 69 51 2,210 1,910 1,720 3,010 2,890 2,320 3,940 3,940 3,810 3,510 3,570 3.080 3,630 3,320 3,870 3,570 3,690 2,500 2,950 3,930 3,930 3.570 4,110 3,140 A A A A A A A A A A A A A A A A A A A A A A A A 354 DIVISION OF ENGINEERING AND IRRIGATION Santa Ana River at dirision box of Santa Ana Valley h-riantion and Anaheim Union Water companies; one mile below U. S. G. S. station at Prado, and prac- tically identical with it in discharge; after July, 1919, at U. 8. G. S. station at Prado — Continued. Date August. 1907 September, 1907. August. 1908 September. 1908. July. 1909 August. 1909 Julv. 1910 - August. 1010 July. 1916 August. 1916 September. 1916. Julv. 1917 Augast. 1917 September. 1917. Julv. 1919 August. 1919 September. 1919. Julv. 1920 August. 1920 September. 1920. Julv. 1921 August. 1921 September, 1921. Julv. 1922 August. 1922 September. 1922. Julv. 19?3__ August. 1923 September, 1923. Julv, 1924 August. 1924 September. 1924. July, 1925 August. 1925 September. 1925_ Julv. 1926 August, 1926 September, 1926. Julv. 1927 August, 1927 September, 1927. Julv, 19i8 August. 1928 September. 1928. Number of measurcmentE 24 25 33 24 3 1 1 2 1 5 1 5 2 2 Mean discharge in seeond-ieet of measurements 49 56 47 51 66 52 53 49 83 69 62 62 59 52 Estimated monthly run-off in ocre-fect .Authority 3,010 3.330 2.890 3.030 4.060 3,200 3,260 3,010 5.100 4.240 3,690 3.810 3.630 3,100 3,480 3,620 4,700 3.920 3,580 4,770 4,810 4,470 4,520 6,700 4.510 3.820 4.100 4,220 4,770 3,760 3,420 3.950 3.510 3,500 3,830 3,550 3,250 3.480 3,290 3.140 3.340 2.580 2,340 2,530 A A A A A A A A A A A A A A B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B SANTA ANA INVESTIGATION Santa Ana Ixircr til I'vdleu liridgc or Riverside Narrows 355 Date Number of measurements Mean liiscluirKe in second-feet of measurements July, 1888 August. 1888 September. 1888.. .\ugust. 188!) SeptemlxT. 1889.. .\ugust. 1890 September. 1891.. Septemlx-r. 1892., Septemlier. 1899.. Julv, 1SH10 , July. 1901 August. 1901 September. 1901.. Ai'gust. 1903 August. 1904 August. 1905 September. 1905.. Julv. 1907 August. 1907 September. 1907.. July. 1908 August. 1908 September. 1908. Julv. 1909 J.ilv. 1910 September, 1910. Julv. 1916 August. 1916 September. 1916., Juiy. 1919 August. 1919 September. 1919. July. 1920 August. 1920 September. 1920. Julv. 1921 August. 1921 September, 1921. July. 1922 August. 1922 September. 1922. Julv. 1923 August. 1923 September, 1923. July, 1924 August, 1924 September. 1924. July, 1925 August, 1925 Septemtx-r. 1925. July. 1926 August. 1926 September. 1926. July. 1927 August. 1927 Septemlier, 1927. July. 1928 August, 1928 September, 1928. 2 1 1 1 1 1 1 1 1 1 4 4 1 1 1 1 21 4 4 4 2 6 4 1 3 1 1 4 1 5 4 3 2 4 3 4 4 3 3 3 4 4 4 2 3 5 3 3 2 4 4 2 2 3 2 2 10 8.5 9.5 II 11 19 16 29 40 38 39 40 40 41 30 30 39 38 30 32 26 29 33 37 33 27 54 44 35 39 39 44 44 44 44 44 44 47 77 53 43 37 42 47 38 42 42 42 44 41 41 37 41 36 32 31 38 33 32 Estimated monthly run-ofi in acre-feet 615 523 565 676 666 1.170 952 1,730 2.380 2,340 2.400 2,460 2,380 2,520 1,840 1,840 2,300 2,340 1,840 1.900 1.540 1,780 2.020 2.280 2.030 1,610 3,320 2.700 2.080 2,400 2,400 2.r)20 2.700 2.700 2,620 2,700 2.640 2.620 5.2.30 3.380 2.5fi0 2.280 2.340 2.680 2.280 2..520 2.560 2.770 2.040 2.440 2,460 2. .340 2.440 1.970 1.970 1.960 2.320 2.040 1.920 Authority F F F F F F F F F F D D D D D D D D D D D D D D D D D D D E E E E E E E E E E E E E E E E E E E E E E E E E E E G G G 356 DIVISION OF ENGINEERING AND IRRIGATION Summary known and estimated three months summer flow of Santa Ana River at division box of Santa Ana Valley Irrigation and Anaheim Union Water Companies, aftei' 1919, at V. S. G. 8. station at Prado. Year July, acre-feet August, acre-feet September, acre-feet Total, acre-feet 1878 2,210 6.600 1879 . 1,910 1,720 2,890 3,940 3,570 3,080 3,870 6,000 1880 5,500 1891 3,010 3,940 3,510 2.320 3,810 8,200 1892 . 11,700 1896 -- 10,600 1900 .. . '3,630 3,570 2,500 3,930 3,930 4,110 3,330 3,030 10 200 1901 _ 3,320 3,690 2,950 10,800 1902_.. 9,200 1904 . 10,000 1905 10.000 1906 3,570 3,140 10,700 1907_ 1908... 3,010 3,890 3,200 3,010 4,240 3,630 3,620 3,580 4,470 4,510 4,220 3,420 3,500 3,250 3,140 2,340 9,500 9,000 1909 '4,060 3,260 5,100 3,810 3,480 3,920 4,810 6,700 4,100 3,760 3,510 3,550 3,290 2,580 10.300 1910. 9,000 1916 1917 1919 1920 1921 :.. 1922 1923... 1924. 1925 1926 1927 1928 3,690 3,100 4,700 4,770 4,520 3,820 4,770 3,950 3,830 3,480 3,340 2.530 13,000 10,500 11,800 12,300 13,800 15,000 13,100 11,100 10,800 10,300 9,800 7,450 Snmmary knoun and estimated three months summer flow of Saiita Ana River at Pedley Bridge or Riverside Narrows Year July, acre-feet August, acre-feet September, acre-feet Total acre-feet 1888 1889... 1,615 523 676 1.170 565 666 1,700 2,000 1890 . .. 3,500 1891 952 1,730 2.380 4,000 1892 7,000 1899 8,000 1900 2,340 2,400 6,800 1901 . 2,460 2,520 1,840 1,840 1,840 1,780 2.380 7,200 1903 .- 7,500 1904 6.000 1905 .. 2,300 1,900 2.020 6,100 1907 1908 1909 2,340 1,540 2,280 2,030 3,320 2,400 2,700 2,700 5,230 2,280 2,280 2,770 2,460 1,970 2,320 6,100 5,300 6,000 1910 1,610 2,700 2,400 2,700 2,640 3,380 2,340 2,520 2,640 2,340 1,970 2,040 5,100 1916 2.080 2.620 2.620 2.620 2.560 2.680 2,560 2,440 2,440 1,960 1.920 8,100 1919 1920 7,400 8,000 1921 8,000 1922 11 200 1923 1924 7,300 7,400 1925 7,800 1926 1927 7,200 5,900 1928... 6,280 SANTA ANA INVESTIGATION 357 Comparison of three months summer flow of the Santa Ana River at Prado and Pedley Bridge in acre-feet {The difference represents inflow from Cucamon-ga and Temeacal Basin.) Year Pwilcy Bridge Prado Difference Year Pedley bridge Prado Difference 1878 6,600 6,000 5,500 1907 1908 1909 1910 1916 1917 6,100 5,300 6,000 5,100 8,100 9,500 9,000 10,300 9.000 13,000 10,500 11,800 12,300 13,800 15,000 13,100 11,100 10,800 10,300 9,800 7,4.50 3 400 1879 3 700 1880 4,300 1888 1,700 2.000 3.500 4.000 7,000 3 900 1889 4 900 1890 1891 8,200 11,700 10,600 4,200 4,700 1919 . . 7,400 8.000 8.000 11,200 7,300 7,400 7,800 7,200 5,900 6,280 4 400 1892 1920 1921.... 1922.. 1923 1924 1925.. 1926 1927 1928 4 300 1896 5,800 1899 . . .. 8,000 6,800 7,200 3 800 1900 10,200 10.800 9,200 3,400 3,600 5 800 1901 3,700 1902 . 3 000 1903 7,500 6,000 6,100 3 100 1904 10,000 10.000 10,700 4,000 3,900 3.900 1905.. . . 1 170 1906 • 63685 7-29 2000 1 mm'- ■ >■ \. . '^■^wffe'-riffit'K'fJS;*^''^ '■ - ■ ■■■•■ I'j' ■■• • ■ W'&ift,',:.. - mm,: iff '0;'-' D #^5&/^; /^^i Loina'/Lii-vdn „ . ^~^j:-'i-'':^:i^- ;3^ STATE or CALirORNIA DEPARTMENT Or PUBUC WORKS DIVISION 0' ENGINEERING 6. IRRIGATION Edward Hyatt - State Engineer SAN BERNARDINO RIVERSIDE GRANGE Sheet n" i 1928 in ' 10' n^'05' JCXO 1- Ul u u. z z o < > u _I LI > si § s i 2 SSn^ I1500 i — — ■—- ; • . . ■___.,i-_.--— — — -^ p-^ J^ 31 ''0^^i\tf^''' -NOTC- PoKlion of Brf ftxJ. DMgud frwi. Gtwr.l Crolog^ InrormalKn rt Area liooo ^ jAuviuM] .■ • . ; ■ .'. ■ . ; ■ ^ : ' - jGFw MITEl -uviuWl" ' _-r-T-TP^^^ 0^ I500 Sant,- V ANA INX'KSTIGATION E 1 N M 1 "l_ F s 5 3 i I^ i 1 1 le ■ IR c c E r w Ci^'-^^"^?^iv^■■.•^:■;i;.: /;::::;: ■>-':.:-;';:v:;^;:>v;''?-;-:::x-':K->A ^;"'^;;;'-;.'^--:^ ^^^Tr^'ri^- " <\ 7 L ' i. " 7 - - /,-\'^^H^^>'; -,..-.,„.,^^ -^i^',- ;-/-.' C, '-■■'-',,- /-' i.^f^ X' lOLD ALLUVIUMI IGRANITEI ^ IGRANITEl -ftoo 2 6 2 5 - : i 3 R I V E R S 1 D E jy STUTE or CALirORNIA DEPARTMENT Or PUBLIC WDRK5 DIVISION OF CNGINCCRING «. IRRIGATION Ed/mrd Hyatt - State Engineer SAN BERNARDINO COUNTY RIVERSIDE COUNTY ORANGE COUNTY /Sheet tsi" 2 W28 , 3 ^ 1 f ! 1 1 1 1 fiooo 3 . — ^ 1^ — r — ■ ■ — — — . — ^-^-^ — — ' — ■* - • IRECENT ALLUVIUM). .^ ■ . ■■ "TT ''^:Wi:: Or ■. 1. . . , . . . -^ , - . ■ 1. J — , -.■•■■■■■■■ --.iRECENTALLUVIUMi ■■■■-^ """"' gi^y^^fevi;^?^^^ -NOTE- Poulign ol B(4 RsiK De4L>cM rrom tewral ( o E] \ lOLD ALLUVIUM! IGRANITEI ^ Fsob SANTA A L 27 NA INVESTIGATION J E 1 n'' M 1 1_ E S =*' ** RulAngulgr CMrtinalti «rt UNtiulcd m nwrgn fcr WKI yard squant pwanel ml il rqhl BnsHiblhtirrHtnd.snt*™/ QridSyJlem, Zen. a. lu UJC 66 Survey Spccul Puliiication N* 59. Depl. ol Cfflnnnra. 1919) Ijliluifc 4 Lanflitude linei »ri 0(1 tttrlfi Amentan Patum Tb plal oorrtipMiiJing lrt» «( U5G(s-th & ISO lett uti ■ftteS'SPliy ^mkrOucurccj inrtjlioation S Orange Cwnl> rioodConlrol EsperanzQ STATE or CALirORNIA DEPARTMENT OF PUBLIC WORKS DIVISION or ENGINEERING S. IRRIGATION EdWakd Hyatt - State Engineer Sheet aV°4 z O ■ H < > u - ^^^Si L SHALE AND S ANDSTONE ;\> ISM^ _D I TAN v^.-'S'•^■•:4■.■! ■%"" STATE or CALIFORNIA DEPARTMENT OF PUBUC WORKS DIVISION or ENGINEERING S. IRRIGATION EDWAfiD Hyatt - State ENCmcCR Sheet r 1928 _ 117- 65- 33 '4 6 ' -NOTE- Poiilicm o( e»(l RocJ- OMucea Irom Scrwal MOOO < 1 1 500 1 ! is is ft: •>.'•.■; .■■•', ■ WOO iRECENT ALLUVIUMI- " ■"''■'-^^^^■''"■■--^■■::vS^;:.': '^^^T^^^y'}::- ' — ' lOLD ALLUVIUMI SAN PA ANA INV EST GATION _ : 1 N M 1 ^t E s "= *"■ "" * 5 e4 5: 5 Izooo kj s^ 1 ? lisoo s li 1 5 4 1 1 Si 1 _^^ 6 CO «1 < s Junction with **• West Branch L 4 1 g 1 5 1 5 1 s liooo ' — — T^rrrrH ! 500 SANTi . ANA Investigation e: I N Miles 6 STATE or CALirORNIA DEPARTMENT Or PUBLIC WORKS DIVISION or ENGINEERING AND IRRIGATION CDWAHD rTYATT - 5TATC EngjkcCR Bj■:AU^foxT/ % TTTT^ STATE or CALIFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF ENGINEERING AND IRRIGATION Edward Myatt ■ State Engineer Domestic Service Served by Gravity Supply Served by Underground Supply Served bv t>oth Gravdy & Underground Supply Served bv Unorganized Individual Owners Basin Bounancs — ..^— Valley floor Lme Jeri'/ce/freo ijoandjrrcs /nclude off /anss ivflere Axa//es arc o^/erea cr obligation to serve exish KhelhtrhndnoctuoSy served or oof. Jn //xae casa nben Service ^reas d Wafer Oyaniiationi cyerkip. ffx dffonnefiaj fi/rms^^ /Aefirgerpor/fon /s sAo/m Rectangular Coordinates are indicaled in margin for 20,000 yard squares, parallel and al right angles lo Itie 121° I^endian (Army Grid Syslem. Zone G . ^e U 5 C & 6 Survey Special Publicahon N" 59, Oept of Commerce. 1919 ) Lalitude and Longitude lines shown are on North American Datum To plat corresponding lines of US Geological Survey Maps before I9?4, scale approximally 650 feet norlh and 360 feet east Road nel from map on same scale of Southern California Gas Compan>. ""^(Visions and additions by Sanla Ana Investigation Streams from U S GeolOgKal Survey. County Surveyors of San Bernardino & Riverside, Orange CoUnl^ flood Control, City Water DepI of San Bernardino and surveys by the fnuestigation ^Ul X SAN BERNARDINO COUNTY RIVERSIDE COUNTY ORANGE COUNTY '.I \ iJl'O'ni r i>-^;^ \ SANTA. Ana '' ^ DEPTHS GROUND WATERS '>,A IN RECENT GRAVELS AUTUMN '^A 1927 i')i'» State or California Department of Public Works Division of Ensineering and Irrigation Edward Hyatt - State Engineer MapI 12 LEGEND Reservoir Site? Surveyed Spreading Grounds Existing Reservoirs Santa Ana Investigation Index Map Showing EXISTING Reservoirs. Spreading Grounds & Reservoir Sites Surveyed STATE OF CAUFORNIA DEPARTMENT OF PUBLIC WORKS DIVISION OF ENGINEERING AND: IRRIGATION EowABD Myatt - State Engineer LOWWATen Ell HEIGHT OF 0AM CAPACITY 3ej50 santa ana investigation Surveys of RESERVOIR SITES yL\r 13 Sheet I. of 2 Sheets. C R AFTON MIOM WATER Env 3500 LOWWATEO Eilv 30r0 MEIGMT Of DAM 495 CAPACITY 560SO A F KEENBROOK HIO" -VATEB £.(- 3820 LOIS' .■.4TE» Ei-tv 2565 HEicr Of 0AM 240 CAPACITY 44,000 A F. IS RRpWS Tffl ELtw 2920 TfR elcv z&es OFOAM 340 V 7540 A F iH-nhv/ UPPER SANTIAGO HIGH WATER Ei.(v 850 OWWATER eiiu 720 MEIGMT OF DAM 140 CAPACITY 3ZO00 A F LITTLE MOUNTAIN HIGM WATER Ei(. 1450 LOWWATER Eiiv 1310 MEtGMT Of DAM 150 CAPACITY 72,800 A f !JL ^ ^ 1 ' 1 1 *^ ? ^iTx 1 wSi 1 V UClAI PA HIGh WATEBi Eliv 2080 LOW.vATER' Eliv I960 HEIGHT OF OAM 130 CAPACITY 1 19.000 A F In 1 1 1 1 TZ5FIW I R VI fM E MIGn WATER Eicv 35 LOWWATER Ele. 5 MCIGMT or DAM 40 CAOACITY IftaOO A F MILES NORTH OF MEWPORT DCACM SAN BERNARDINO COUNTY RIVERSIDE COUNTY ORANGE COUNTY Il7'oo' State or CALiroBNiA Department or Public Works Division of Engineering and Irrigation Edward Hyatt - State e:nginccr Map 14 Santa Ana Investigation GENERAL MAP Areal Geology THIS BOOK IS DUE ON THE LAST DATE STAMPED BELOW AN INITIAL FINE OF 25 CENTS WILL Br. ASSESSED FOR FAILURE TO RETURN THIS BOOK ON THE DATE DUE. THE PENALTY WILL INCREASE TO SO CENTS ON THE FOURTH DAY AND TO $1.00 ON THE SEVENTH DAY OVERDUE. KC AUG 2 s \mi PHYS SCI LiBRABY JUL 2 3 1992 Book Slip-25m-7,'53(A8998s4)458 ,; 2:^/>^ PHYSICAL SCIENCES LIBRARY TC8Z4- C2. A2 '>u>,l^ LIBKAKi UNIVERSITY OF CALIFORNIA DAVTS 111586 UNIVERSITY OF CALIFORNIA DAVIS 3 1175 02037 6680