LTBRART '■.,.i';ak^iTY Or- CAl.lFORNi. DAV«S '-III - /H?f?£jt)(ii^ f\ sirr or t%\y(9ttki THE RESOURCES AGENCY OF CALIFORNIA Department of Wa ter Resources BULLETIN No. Ill SACRAMENTO RIVER WATER POLLUTION SURVEY APPENDIX A HYDROGRAPHY, HYDROLOGY, AND WATER UTILIZATION AUGUST 1962 EDMUND G. BROWN Governor State of California WILLIAM E. WARNE The Resources Agency of California ond D/Vecfor Department of Water Resources state o\ California THE RESOURCES AGENCY OF CALIFORNIA Department of Water Resources BULLETIN No. Ill SACRAMENTO RIVER WATER POLLUTION SURVEY APPENDIX A HYDROGRAPHY, HYDROLOGY, AND WATER UTILIZATION AUGUST 1962 EDMUND G. BROWN Governor State of California ||1KAK¥ T.Y Oh CALif OSNIA WILLIAM E. WARNE Adminisfrafor The Resources Agency of California and Director Department of Water Resources TABLE OF CONTENTS Page ORGANIZATION, DEPARTMENT OF WATER RESOURCES vii ORGANIZATION, CALIFORNIA WATER COMMISSION viii PART 1. HYDROGRAPHY 1 CHAPTER I. INTRODUCTION 3 CHAPTER II. BASIC DATA 5 River Mileages 5 Flows 5 Cross Sections 5 Velocities 6 Water Surface Areas 6 Locations of Rapids 6 Water Siirface Slopes 6 .CHAPTER III. METHODS AND RESULTS 7 Keswick to Sacramento 7 Basic Approach 7 Velocity-Flow Curves 7 Velocity Profiles 8 Cross Section Curves 8 Surface Areas 9 Travel Times 9 Sacramento to CollinsviUe 9 Velocity and Travel Times 10 Typical Travel Times 10 Direct Observation of Travel Times 11 -i- Psige PART 2. HYDROLOGY 33 CHAPTER I. INTRODUCTION 35 CHAPTER II. MINIMUM FLOWS 37 Present Conditions 37 Future Conditions 39 Method ^1 Results = ^1 PART 3- WATER UTILIZATION ^7 CHAPTER I. INTRODUCTION i+9 Related Investigations and Reports hS CHAPTER II. LAND USE 51 CHAPTER III. DOMESTIC WATER SUPPLY 53 Background 53 Present Domestic Water Systems 56 City of Redding Municipal Water Systems 57 Rockaway Water Company 57 Enterprise Public Utility District Water System 58 City of Sacramento Municipal Water System 58 City of Vallejo Water System 59 Future Domestic Water Requirements 60 CHAPTER IV. IRRIGATION WATER SUPPLY 63 Present Supply 63 Probable Future Demands 6-4 • 11- Page Rice Field Study 65 Rice Farming and Irrigation Practice 65 Rice Field Acreage 66 Possible Sources of Degradation 66 Sopwith Rice Field 68 Water Quality Changes 70 BiologicaJ. and BacteriologicaJ. Aspects 78 Effects of Weedicide Application 8I Irrigation Drainage Study 8I CHAPTER V. INDUSTRIAL WATER SUPPLY 83 CHAPTER VI. RECREATION 85 CHAPTER VII. FISH AND WILDLIFE 89 CHAPTER VIII. NAVIGATION 91 CHAPTER IX. WASTE DISPOSAL 93 Domestic and Municipal Wastes 93 Present Discharges to Sacramento River 95 Redding 97 Red Bluff 99 Coming 100 West Sacramento 101 Sacramento I03 Meadowview IO6 Isleton 108 Rio Vista I09 -111- Page Present Discharges to Tributary Streauns 110 Future Discharges 113 Industrial Wastes 115 Diamond National Corporation 115 American Crystal Sugar Company Il8 Future Industrial Waste Discharges 121 Agricultural Drainage 121 Water Quality Management 12i+ CHAPTER X. SALINITY REPULSION 125 CHAPTER XI. SUMMARY AND CONCLUSIONS 127 LIST OF TABLES Table Title 1.1 River Mileages of Principal Points Ik 1.2 Inventory of Active Stream Gaging Stations, Aiigust i960 Rev 21 1.3 Location of Major Rapids 2k l.k Approximate Water Surface Slopes Between Biological Sampling Stations 25 1.5 Hydraulic Characteristics of Sacramento River, Keswick to Sacramento 26 1.6 Hydraulic Characteristics of Sacramento River, Sacramento to Collinsville 32 2.1 Drainage Areas of Tributaries to Sacramento River 36 2.2 Representative Sacramento River Stations and Reaches .... k2 2.3 Basis of Computation, Flow at Representative Sacramento River Stations ^3 2.k Minimum Flows, Sacramento River U5 •IV- Page Table Title 3.1 Estimated Population and Irrigation-Urban Demands for Water in the Sacramento River Basin 52 3.2 Use of Sacramento River Water by Domestic Water Systems . . 56 3-3 Major Diversions from the Sacramento River, 19^0 6^4- 3A Rice Field Acreages, 1959 (>^ 3-5 Rice Field Study - Results of Standsurd Mineral Analyses . . 71 3.6 Rice Field Study - Resiilts of Analyses, Daily Sarnpling Program, Supply Waters 72 3.7 Rice Field Study - Results of Analyses, Daily Sampling Program, Drain Waters 7^ 3.8 Rice Field Study - Diurnal Variations of Temperature and Dissolved Oxygen 76 3.9 Rice Field Stiidy - Algae in Sopwith Field, August 12, i960 77 3.10 Boating from Anderson to Butte City, I956-I96O 88 3.11 Sevage Discharges to the Sacramento River 9^ 3.12 Sewage Treatment Plant Discharges to Sacramento River, I96O 95 3.13 Sanitary Analyses of Sewage Treatment Plant Effluents, I960-61 96 3.1^ Sanitary Analyses, Sacramento Sewage Treatment Plant, i960 10i| 3.15 Waste Discharges in Greater Sacramento Area Entering Sacramento River via Tributaries and Drains 112 3.16 Water Quality at Mouth of Redbank Creek II8 3.17 Analyses of Pond Effluent, American Crystal Sugar Company 120 3.18 Discharges from Irrigation Drains to the Sacramento River, 1950-59 122 -V- Page LIST OF FIGURES Figure Title 1.1 Typical Travel Times from Sacramento 12 1.2 Travel Times from Knights Landing Based on Conductivity Records 13 2.1 Average Minimum Mean Daily Flows for Aiigust k6 3.1 Map of Sopwith Rice Field 69 3.2 Rice Field Study - Water Quality Changes, I960 79 3.3 Bacteriological Quality of Rice Field Water 80 3.^ Recreational Use of Sacramento River, Hamilton City to Rio Vista 87 3.5 Waste Discharges in the Greater Sacramento Area ni LIST OF PLATES (Plates are bound at end of appendijx.) Plate 1. Saunpling Program and Area of Investigation Plate 2. Tributary Basins of Sacramento River -VI- STATE OF CALIFORNIA THE RESOURCES AGENCY OF CALIFORNIA DEPARTMENT OF WATER RESOURCES EIMJND G. BROWN, Governor WILLIAM E. WARNE, Administrator, The Resources Agency of California and Director, Depaxtment of Water Resources ALFRED R. GOLZE, Chief Engineer DIVISION OF RESOURCES PLANNING William L. Berry Division Engineer Wesley E. Steiner Chief, Planning Management Branch DELTA BRANCH Carl A. Werner Branch Chief Willard R. Slater Chief, Special Investigations Section This appendix was written by Charles G. Gunnerson Senior Engineer assisted by Thomas E. Bailey .... Assistant Civil Engineer Richard M. Daum Engineering Associate William Durbrow, Jr Senior Engineer Jack F. Hannaford Associate Engineer WiULiam A. James Engineering Associate William F. Jopling Engineering Associate Richard W. Kretsinger Associate Engineer Robert F. Middleton Associate Engineer William B. Mitchell, Jr Associate Engineer Lawrence A. Mi.i1 1 nix Senior Engineer Robert R. Nicklen Assistant Civil Engineer Robert G. Wright Assistant Civil Engineer -vii- CALIFOR>]IA IvATEH COiMISSI»i RALPH M. BRODY, Chairman, Fresno WILLIAM H, JFANIMGS, Vice Chairman, La Mesa JOHN W. BRYANT, Riverside JOHN P. BUNKER, Gustine IRA J. CHRISMAN', Visalia GEORGE FLEHARTY, Redding JOHI^: J. KING, Petaluma NORRIS POULSOK, Los Angeles MARION R. WALKER, Ventura WILLIAM M. CARAH Executive Secretary GEORGE B. GLEASON Principal Engineer -vail- PART 1 HYDROGRAPHY -1- CHAPTER I. INTRODUCTION The Sacramento River Water Pollution Survey was conducted over the 300-inile reach between Keswick Reservoir, which provides afterbay regijlation of releases from Shasta Dam, and the confluence of the Sacramento and San Joaquin Rivers at Mayberry Slough (Plate l) . The river may be divided into three major reaches. In the upper reach between Keswick (mile 3OO) and Hamilton City (mile 200) , the river flows through rolling to mountainous country in a steep, well-defined channel with many rapids. Inflows from permanent and intermittent streams and from rising ground water occur in this reach. Throughout the middle reach, between Hamilton City and Sacramento (mile 60) , the river follows a meeindering course throxigh a deep and wide alluvial fill and is controlled by extensive levee systems and flood- control bypasses. Most of the side streams in the upper portion of this reach are diverted through Colusa Basin to the west and by Butte Slough and Sutter Basin to the east. There are a number of irrigation diversions and returns. The two major tributaries, the Feather and American Rivers, enter at miles 80 and 6I, respectively. The lower reach, between Sacramento and Mayberry Slough is charac- terized by distributary flows through various waterways in the Sacramento- San Joeuiuin Delta. The major diversion from the river throiogh the Delta Cross Channel (mile 27. U) provides water to the San Joaquin Valley through the U. S. Bureau of Reclamation's Delta-Mendota Cajial. Tidal action causes flow reversals as feur upstream as Clarksburg (mile U3) and affects water levels and velocities as far upstream as Verona (mile 80) . The maximum flow reversals occur in the vicinity of Isleton (mile I9) where the channel is narrowest. -3- y CHAPTER II. BASIC DATA For the purposes- of defining hydrographic characteristics, the river was divided into two reaches, Keswick to Sacramento and Sacramento to Maybe rry Slough. River Mileages River miles to various hydrographic and cultural featxires were determined from the most recent U. S. Geological Survey 7-1/2 -minute quad- rangle sheets. Zero mileage was established at CoUinsville and distsmces obtained by map measure aJ-ong the approximate center of the river are listed in Table 1.1. Flows U. S. Bureau of Reclamation records for releases from Keswick and Folsom Dams, stage-discharge data for 69 U. S. Geological Survey gaging stations (Table 1.2) and the Department of Water Resources Bulletin No. 23 series, "Surface Water Flows," were utilized. Below Sacramento, the assigned distribution of the mean net flow past Sacramerito (at "I" Street) within the Delta waterways is based xipon unpublished departmental studies made in connection with investigations of salinity barriers in the San Frajacisco Bay complex. These studies were based on computations of changes in channel storage throughout a 28-day cycle. Cross-Sections Between Keswick and Sacramento, 126 cross-sections were deter- mined by vise of a fathometer, transit, and steidia boeird. Wherever possi- ble, cross-sections were made at active stream-gaging stations. Below Sacramento, data from 79 cross-sections obtained in 1927-30 and reviewed in 19^40 by the U. S. Corps of Engineers were utilized. Velocities At each cross-section above Sacramento, a single measurement with a current meter was made about one foot below the water s\irface in the main thread of the river. At active stream gaging stations, values of meaji velocity and flows were obtained from recent current meter ratings of the control section. Water Surface Areas Water surface areas were obtained from 1:2^,000 aerial photo- graphs taken in 19^9 by the U. S. Bureau of Reclamation and calculated from rating curves for the gaging stations. Locations of Rapids Aerial photographs by the U. S. Bureau of Reclamation and the California Department of Fish and Game and field observations were used to locate rapids which are listed in Table 1.3> Water Surface Slopes Approximate water surface slopes are based on U.S.G.S. topo- graphic maps, earlier studies of surface water profiles, U. S. Corps of Engineers flood-plain computations, and rating curves for active gaging stations. Average slopes over one to 26-mile reaches are presented in Table l.i+ for purposes of correlation with data on bottom sediments pre- sented in Appendix D. They are not adequate for detailed hydraulic analysis of short reaches. CHAPTER III, METHODS AND RESUI/TS The available data required that different computational methods be used for the reaches of the river above and below Sacramento. Keswick to Sacramento Hydraulic characteristics were computed for each of 12'6 cross sections between Keswick and Sacramento (or the reach of river between cross sections) for six different flows (Table 1.5)' In general., these characteristics are a function of the flow in the Sacramento River only, although high flows in the Feather River may cause some backwater effects on a few cross sections above the junction of the Feather River with the Sacramento River. Basic Approach Limitations on funds and time made it necessary to develop the hydraulic characteristics for six different flows from a single visit to each cross section. Examination of rating curves for individual gaging stations indicated that the relationship between flow and cross section and between flow and meaji velocity remains fairly constaxit. Accordingly, all computations sire based on the flow-velocity relationships rather than on water svirface slopes. Velocity-Flow Cxirves For each active gaging station on the river, values of Q and V from recent current meter ratings of the control section were plotted, and smooth curves of velocity vs. flow were drawn. -T- Velocity Profiles On a chart with "miles from Collinsville" as the abscissa, and "velocity" as the ordinate, velocity profiles were drawn for each quantity of flow shown in Table 1.5' Information for plotting these velocity pro- files came from three sources : (1) A velocity for each quantity of flow was taken from the velocity-flow curve at each active gaging station. This gave a point on each profile at each active gaging station. (2) A mean velocity based on the single measurement of velocity at each cross section was used as a guide for posi- tioning profiles between active gaging stations. The mean velocity was obtained by applying a ratio to the single measure- ment of velocity. This ratio was determined by dividing the mean velocity from a rating measurement of a nearby gaging station by a single rating velocity measurement made under the same criteria as the point measurement at the cross section. (3) The beginning.', and ends of all rapids were considered points of discontinuity in the velocity profiles. Cross Section Curves From the cross sections, curves of area, wetted perimeter, and width were plotted against elevation above the bottom of the section. For each flow (q) in Table I.5, a velocity was read from the velocity profiles and an area (a) coniputed (A = Q/v) . From the cross section curves, a width (w) , and a wetted perimeter (P) , were read at the same elevation as each of the areas. From these, the hydraulic radius (R = a/p) and mean depth (D = a/w) were computed. -8- Svirface Areas Each cross section was located on an aerial photograph of known scale, and the water surface areas between cross sections planimetered. The flow in the reach was estimated from nearby gage records and the cor- responding surface widths at the end sections were computed. The ratio of the average width from the aerial photograph divided by the average width at the end sections provided a width correction factor. This factor was then applied to cross section widths at various flows, and the siirface area computed. Travel Times Travel times were computed for each reach between cross sections and for each flow in Table 1.5 by dividing the length of the reach by the average of end section velocities. Sacramento to Collinsville The available data precluded the determination of hydravilic characteristics in the lower reach for a wide range of flows. Accordingly, values shown for this reach of the river are based on a mean net flow of 10,000 cfs passing Sacramento, with the Delta Cross Channel gates open, and no flow from Cache Creek. The Depeurtment of Water Resources, in its San Fremcisco Bay Barrier Investigation, has derived curves which show the division of water (net mean flow) between the main Sacramento River emd branch cheuinels, for a number of flows passing Sacramento. By beginning at Sacramento with a flow of 10,000 cfs, and subtracting or adding flows at each branch channel as read from the above-mentioned curves, a net mean flow was found for each reach of the river between cross sections 125 and 205. These values are shown in the last column of Table 1.6. -9- PhysicsLl dimensions of each cross section in this major reach of the river were computed by the U. S. Army Corps of Engineers for a water sxirface elevation of 0, USGS datum. For the present study, these physical dimensions were corrected to a mesji water surface elevation for a net mean flow of 10,000 cfs at Sacramento. Velocity and Travel Time The velocity was found for each cross section by dividing Q by A. The net travel time for each reach was determined from the average of the velocities at the end sections. Typical Travel Times The difference between actual hour by hour flow and net mean flow is illustrated by Figure 1.1. This figure is based on hourly veloci- ties throughout the lower reach for a mean net flow of 10,700 cfs past Sacramento. It should be noted that this chart is useful for illustra- tion only. Conrputations were made on the assuii5)tion that a 25 -hour pat- tern of tidal velocities .(approximately one lunar day) would be repeated over and over. A different but similar curve woiold be produced if the accumulation of travel time had begun at a different phase of the 25-hour cycle, or if the 25-hour cycle of velocities had been prepared for a dif- ferent phase of the moon. The ciirve was produced by graphical methods, which sure considered stiff iciently accurate for an illiistrative curve. The accumiilated travel time based on net mesin flow for 10,000 cfs at Sacramento (see Table 1.6) has been superimposed on this chart, for com- parison. The greatest current reversals are shown to occur near Isleton where the channel narrows down. -10- Direct Observation of Travel Times During the Sacramento River Water Pollution Survey, continuous electrical conductivity recorders were installed on the river at Red Bluff (mile 2M4-.1), Colusa (mile iM+.l), above Colusa Basin Drain (mile 90. 5), Sacramento Weir (mile 63.6), Freeport (mile kS.h), and Walnut Grove (mile 26.9) • Data from these recorders are presented in Appendix B. Data from an axiditional recorder installed at Isleton (mile I8.8) for a short period are available in the depaxtment's files. Irrigation return waters are pumped from Reclamation District No. 108 at mile 100.1. These waters have specific conductance values of about 500 micromhos and may be readily identified on downstream con- ductivity records where the background values are generally between 120 and 200 micromhos. Piamping is done during the night in order to take advantage of off-peak power rates. The conductivity records thus provide a direct measure of travel times of slugs of drainage water between mile 90.5 and mile I8.8. Travel times determined in this manner for various flows axe presented in Figure 2.2. The acciomulated travel times for 10,000 cfs listed in Table 1.6 are also shown on the figure and indicate excellent agreement between computed and observed values. -11- — /Q / ^ \, ^, /^ ^-X -\ \^7^ , f \ r H \ NOl / r v\ A i / \J \j V, /\ A \; H l\ \ ^ \ I 1 1 t> v^ V- V : 1 ) \\ \\ 1 \> Honons d3iins- 1 1 \ \ \ V ui X s^ »•- > o CJ 1 O O ^8 \\ c \ c <" > £ o 6 \\ O (/> <1> CO I_ z ^ r. ^1 «- o *- o U- i 3 » 3 « \\ a.5 Q.5 \\ E_ E^ o o o o o o ID o sanOH Ni oiNBwvaovs woad awii "i3Avai -12- c o > o o 3 o O IT O O UJ O 3 O z o o 'J- UJ oi 1 < o Q. CD a> 0) O Li. z o z < CO to- 0) 5 c E o O o c c o x: h- I o o U. UJ _l UJ > a: OJ o> 3 sanoH Ni 3wii -13- Table 1.1 SACRAMENTO RIVER WATER POLLUTION SURVEY RIVER MILEAGES OF PRINCIPAL POINTS Mileages Tide gaging station - at Collinsville -0.19 USCE "0" Mileage at Mouth of San Joaquin River Collinsville 0.17 Power line crossing ' . . 3-90 Sacramento River above Mayberry Slough (Sampling Station) 3 '96 Toland Landing 6.27 Power line crossing G.kS Threemile Slough 9.21 Tide gaging station - at Rio Vista 11.77 Rio Vista 12.22 Rio Vista Bridge- Hwy. 12 12.83 Sacramento River at Rio Vista Bridge (Sampling Station) 12.83 Steamboat Slough lU.l8 Power line crossing I6.56 Tide gaging station - at Isleton 17*50 Isleton Bridge - Hwy. 2^+ I8.78 Sacramento River at Isleton Bridge (Sampling Station) I8.78 Ryde 2I+.30 Tide gaging station - at Walnut Grove, Georgiana Slough 26.67 Bridge - Walnut Grove 26.86 Delta Cross Channel 27.27 Sacramento River above Delta Cross Channel (Sampling Station) . . . 27*38 Locke 27.46 Vorden 3O.O8 Power line crossing 31 '58 Steamboat Slough 32.60 Bridge - Paintersville 33 •58 Sutter Slough 3^.19 Courtland 3^.55 Tide gaging station - at Snodgrass Slough . 37 -H Sacramento River at Snodgrass Slough (Sampling Station) 37 '21 Hood 38.60 Clarksburg U2.42 Tide gaging station - at Clarksburg U^2.89 Crystal Sugar Waste Discharge U3.26 Sacramento River above Clarksburg (Sampling Station) 43«4'<- Bridge - Freeport ^+6.36 Sacramento River at Freeport Bridge (Sampling Station) ^4^6. 36 Power line crossing U7«l6 Tide gaging station - near Freeport ■> 1+8.94 -14- Table 1.1 (continued) Mileages Riverview (Sacramento Sewage Treatment Plant) 5^.09 West Sacramento Discharge 58.00 Tower Bridge - Hwy. kO 59.23 "I" Street Bridge - Hwy. l6 59*63 Gaging station - at Sacramento 59.82 Intake - City of Sacramento 60.llt- American River 6O.36 Canal 6O.92 R. D. 1000 Drain (2nd Bannon Slough) 61.5I Sacramento River at Bryte Laboratory (Sampling Station) 62.56 Gaging station - at Sacramento Weir '....... 63.58 Pumping Plant No. 3 66.32 5-foot contour crossing 70. 6I Elkhorn Ferry 71.02 Elkhorn Pumping Plant 73.52 R. D. 1000 Drain at Pritchard 75.^+6 10-foot contour crossing 78.^+2 Vernon Landing 79.13 Natomas Cross Canal 79.13 Gaging station - at Verona 79.13 Power line crossing 79.90 Fremont Landing 79.92 Feather River, Verona 8O.OO Sacramento Slough 80.75 Sacramento River above Sacramento Slough (Sampling Station) .... 81.12 Gaging station - at Fremont Weir E.E 82. 06 Gaging station - at Fremont Weir W.E Qk.kd Pumping station 88.27 15-foot contour crossing 89.73 Southern Pacific Railroad Bridge 89.96 Gaging station - at Knights Landing 89.98 Bridge - Hwy. 24 90.15 Colusa Basin Drain 90.23 Sacrajnento River above Colusa Basin Drain (Sampling Station) . . . 90.50 Power line crossing 91.^6 Pump R. D. 787 Drain (above 4-mile bend) 93. 60 Pumphouse R. D. 20^7 99.02 Pumphouse R. D. 108 Drain 100. 06 Gaging station - above R. D. 108 Drain 102.47 Tyndall Landing 102.47 -15- Table 1.1 (continued) Mileages 20-foot contour crossing 103.10 Kirkville IO5.O9 Howells Landing IO9.63 Pump, Poffenbergs Landing 110.33 Boyers Landing III.I4J+ Millers Landing 111. 83 25-foot contour crossing 116.55 Fraziers Landing 117.66 Gaging station - below Wilkins Slough II8.II Sacramento River below Wilkins Slough (Sampling Station) II8.II Pumping station - R. D. IO8 Supply II&.3I Pumping station - Sutter Mutual Water Company II8.96 Gaging station - below Tisdale Weir . II8.96 Gaging station - at Tisdale Weir 119.14-0 Pumping station - R. D. 70 Drain (below Grimes) 12U.15 Grand Island 12^+. 46 Grimes 125.85 30-foot contour crossing 127. OU Bridge - Hwy. 20 I3I+.6O Gaging station - at Meridian 13i+.60 35-foot contour crossing 137. Ml Gaging station - at Butte Slough Outfall Gates 138.86 Gaging station - at Colusa 1^4-4.09 Bridge - at Colusa 14^4^.11 Sacramento River at Colusa Bridge (Sampling Station) li+4.11 Colusa Ikk.S'J i+O-foot contour crossing li4-5.17 Gaging station - at Colusa Weir 114-6.58 l4-5-foot contour crossing 150.21 50-foot contour crossing 155*23 55-foot contour crossing - Compton Landing 158.114^ Gaging station - opposite Moulton Weir . . 158.21 Gaging station - (Removed on May 27, 1955) I58.66 60-foot contour crossing 162.23 Princeton I63.7O Princeton Ferry . l6U.ll Pumphouse - R. D. IOOI+ 161+.25 65-foot contour crossing 166.50 Sacramento River at Butte City Bridge (Sampling Station) 168.25 Bridge 168.25 Gaging station - at Butte City . I68.28 Butte City I68.68 70-foot contour crossing 169.81 75-foot contour crossing 172. 67 8o-foot contour crossing I76.6I -16- Table 1.1 (continued) Mileages Sidds Landing 177-60 Jacinto (Actual location 0,22 mile down cutoff) iSO.li; 80-foot contour crossing l80.33 Kites Landing I8I.8I 90-foot contour crossing I82.8I Parrott Landing 183.^^6 Gaging station - at Ord Ferry I84.36 Sacramento River at Ord Ferry (Sampling Station) l8i4-.U8 95-foot contour crossing I85.2I 100-foot contour crossing I88.32 Stony Creek I9O.8U 105-foot contour crossing I9O.96 110-foot contour crossing 193-13 Big Chico Creek 193-86 Chico Landing (site) I9U.76 115-foot contour crossing 195-^1 120-foot contour crossing 197-00 Pine Creek 197-11 Gaging station - at Hamilton City 199-55 Sacramento River at Hamilton City Bridge (Sampling Station) .... 199-59 Gianella Bridge - Hwy. 32 199-59 125-foot contour crossing 199-95 Mcintosh Landing 202.11 130-foot contour crossing 202.73 135-foot contour crossing 203.7^ Pumping station - Glenn-Colusa I. D 205.O6 l40-foot contour crossing 206.98 Rice Creek 207.22 l45-foot contour crossing 207.8I Discus Slough 208.36 150-foot contour crossing 210.28 Merrills Landing - . ^ 212. 61 Hoag Slough 213.30 155-foot contour crossing 213.39 Jewett Creek 21U.53 l60-foot contour crossing 215.14 Squaw Hill, Woodson Bridge - Vina Bridge 217. 61 Sacramento River at Vina Bridge (Sampling Station) 217.6I Kopta Slough 217.67 Gaging station - at Vina 217. 67 165-foot contour crossing 218.3O Deer Creek, China Creek 219. 07 170-foot contour crossing 220.00 Toomes Creek 221.03 175-foot contour crossing 221.77 -17- Table 1.1 (continued) Mileages l80-foot contour crossing 223-5^ Thomas Creek 22U.UU 185-foot contour crossing 225-21 McClure Creek 225.73 Millrace . 226,68 190-foot contour crossing 227. U6 Tehama 228.17 Tehama Bridge 228.ij-0 Sacramento River at Tehama Bridge (Alternate Site) 228.i^■0 Mill Creek 229.05 195-foot contour crossing 229-07 Elder Creek 229.ij-l+ Sacramento River above Elder Creek (Sampling Station) 229-81 North Fork Mill Creek 229.96 200-foot contour crossing 23O.7O Dye Creek 231. I8 Oat Creek 231. 98 205-foot contour crossing 232.02 210-foot contour crossing 233-25 Antelope Creek 233-50 215-foot contour crossing 23U.5O Butler Slough 235. 11 220-foot contour crossing 235.73 225-foot contour crossing 236.67 Craig Creek 238. 11 230-foot contour crossing 238.28 Salt Creek 238.98 235-foot contour crossing 2UO.5U Paynes Creek Slough, Samson Slough 2^4-1.19 Gaging station - at Red Bluff (U.S.B.R.) 2i+l-71 Red Bank Creek 2I1I.92 2ii-0-foot contour crossing 2i|2.02 Red Bluff Waste Discharge 2^42.82 Brickyard Creek 2i+3. 66 Reeds Creek 2U3. 66 Gaging station - at Red Bluff (U.S.B.R.) 2Ui^.03 Red Bluff Bridge - Hwy. 99E & 36 21+^.11 Gaging station - at Red Bluff 2i4-i+.ll 2if5-foot contour crossing 2UJ+.9O Dibble Creek 2i^-5.38 ■18- Table 1.1 (continued) Mileages Blue Tent Creek ' . . . . 2i|6 . 50 250-foot contour crossing 2^7.25 Gaging station - near Red Bluff 2ij-9.0U Sevenmile Creek 2^1-9, 5^1- 255-foot contour crossing 250.33 Creek from Hog Lake . 250.98 Paynes Creek . 251. 67 265-foot contour crossing 253-60 270-foot contour crossing 25U.29 Spring Creek 256.21 Bend Bridge 256.33 Sacramento River at Bend Bridge (Sampling Station) 256.33 Power line crossing 258. 50 Creek, Table Mountain Lake 262.03 300-foot contour crossing 262.13 Inks Creek 263.32 Jellys Ferry Bridge 265.52 Frazier Creek 266.6^4- 325-foot contour crossing 268.00 Battle Creek 27O.IO Cottonwood Creek 272.36 Anderson Creek 272. 60 350-foot contour crossing 273.56 Fish counting station, return canal 2714-. 85 Gaging station - at Balls Ferry 27U.85 Balls Ferry Bridge 27U.98 Sacramento River at Balls Ferry Bridge (Sampling Station) 27U.98 Ash Creek 1 275. 15 Bear Creek 276. i+5 Power line crossing 277. 90 Cow Creek 278.93 Anderson-Palo Cedro Bridge 279.65 Stillwater Creek 279.75 375-foot contour crossing 279. 80 Riverview Ranch Bridge 283. 00 Chum Creek 283.14-6 Power line crossing 283. 80 Power line crossing 28^4-. 3I ^00-foot contour crossing 285.57 Sacramento River above Ch\irn Creek (Sampling Station) 285. 90 ■19- Table 1.1 (continued) .,.-. „„ ^ ' Mileages Middle Stake Fish Weir (Abandoned) 285. 90 it-20-foot contour crossing 287.83 Clear Creek 288.12 Olney Creek 288.33 U30-foot contour crossing 289-38 Gaging station - near Redding 290. 8t UUO-foot contour crossing 290. 92 ij-50-foot contour crossing 292.08 Sewage Treatment Plant - Redding 293.77 Cypress Avenue Bridge 293-92 i+60-foot contour crossing 29i4-.00 i4-70-foot contour crossing 295-72 Sulfur Creek 296.33 Bridge - Hwy. 99 297. I5 U80-foot contour crossing, Diversion 297-28 Redding Diversion Dam 297-28 Southern Pacific Railroad Bridge 297. 60 Sacramento River at Redding Diversion Dam (Sampling Station) . . . 297-70 Bridge 297. 70 Puraphouse - City of Redding Intalce 298. 00 Gaging station - at Keswick (Auxiliary) 298. 00 Power line crossing 299-50 Middle Creek 299.73 Gaging station - at Keswick 300.11 Rock Creek 300. 60 Keswick Dam (roadway) 300. 90 Power line crossing 302.08 Spring Creek 302.25 Flat Creek 303.OU Boat Landing 30U.58 Creek 305. 38 Sacramento River at Matheson (Ssunpling Station) 305-68 Motion Creek 307- 5I4 Cornish Creek . 308.11 Cottonwood Creek 308.76 Moccasin Creek 309-33 Bridge 310 -U6 Shasta Dam (roadway) 310. 8I -20- Table 1.2 SACRAMENTO RIVER WATER POLLUTION SURVEY Inventory of Active Stream Gaging Stations August i960 Rev. : River : ^°* ; mileage; Station neunes :Type of: : record : Agency 1 2 3 h 5 6 7 8 9 10 11 12 13 11+ 15 16 17 18 19 20 21 22 23 2k 25 26 27 28 29 30 31 32 33 3k 35 300.1 290.9 288.1 278.9 276. U 27I+.8 272. U 270.1 251.7 2U9.O 2i|l+.l 2l4-l|.0 241.9 2lfl.7 233.5 230.0 229. ii- 229.0 229.0 22i|.l+ 219.1 217.7 199.6 193.9 193.9 190.8 I8U.U 168.3 158.2 159 IU7 lUU.l 138.9 138.9 13ii.6 Sacramento R. at Keswick Sacramento R. near Redding Clear Cr. near Igo (10. 5) Cow Cr. near Millville (3.0) Bear Cr. near Millville (10. O) Sacramento R. at Balls Ferry Cottonwood Cr. near Cottonwood (2.4) Battle Cr. near Cottonwood (6.3) Paynes Cr. near Red Bluff (0.4) Sacramento R. near Red Bluff Sacramento R. Sacramento R. Red Bank Cr. Sacramento R. Antelope Cr. at Red Bluff at Red Bliiff (Boat landing) near Red Bluff (15. 8) at Red Bank Creek near Red Bluff (9.7) North Fork Mill Cr. near Los Molinos (1.7) Elder Cr. at Gerber (3.5) Mill Cr. near Mouth (l.O) Mill Cr. near Los Molinos (5.5) Thomes Cr. at Paskenta (30. 7) Deer Cr. near Vina (II.7) Sacramento R. at Vina Bridge Sacramento R. at Hamilton City Bridge Big Chico Cr. at Chico (5.7) Lindo Channel- near Chico (Grape Way) (2.9) Stony Cr. near Hamilton City (6.0) Sacramento R. at Ord Ferry Sacramento R. at Butte City Sacramento R. opposite Moulton Weir Moulton Weir Spill to Butte Basin Colusa Weir Spill to Butte Basin Sacramento R. at Colusa Sacramento R. at Butte Slough Outfall Gates Butte Slough at Outfall Gates (0.2) Sacramento River at Meridian RC USGS DWR USGS RC USGS RC DWR RC2/ DWR RC USGS RC USGS RC USGS RC USGS R DWR R USER RC R DWR USER RC USGS RC DWR RC USGS R DWR RC USGS RC USGS RC USGS RC DWR RC DWR RC DWR RC DWR RC USGS RC DWR RC , RC2/ USGS DWR RC DWR RC DWR RC USGS S DWR l^ DWR DWR -21- Table 1.2 SACRAMENTO RIVER WATER POLLUTION SURVEY Inventory of Active Stream Gaging Stations August i960 Rev. (continued) : River ; ^°* :mileage; Station names :Tyj>e of: : record regency 36 124.2 37 119.4 38 n.9 39 119.0 40 118.1 Ul 102.5 i+2 100.1 ^3 93-6 liU 90.2 h3 90.2 he 90.0 hi 84.5 48 84 h9 80.8 50 79.9 51 79.1 52 79.1 53 75.5 5i+ 63.6 55 63 56 61.5 57 60.4 58 59.6 59 48.9 60 42.9 61 37.1 62 26.7 63 17.5 64 14.2 65 14.2 66 14.2 67 11.8 68 9.2 69 -0.2 R. D. 70 Drainage to S. R. (below Grimes) Sacramento R. at Tisdale Weir Tisdale Weir Spill to Sutter Bypass Sacramento R. below Tisdale Weir (not active) Sacramento R. below Wilkins Slough Sacramento R. above R. D. IO8 Drain R. D. 108 Drainage to S. R. (at Rough and Ready Bend) PC R. D. 787 Drainage to S. R. (above 4 mile Bend) Colusa Basin Drain at Knights Landing (0.3) Sycamore Slough near Knights Landing Sacramento R. at Knights Landing Sacramento R. at Fremont Weir (West End) Fremont Weir Spill to Yolo Bypass Sacramento Slough at Sacramento R. (0.7) Feather River at Nicolaus (9-5) Sacramento R. at Verona R. D. 1001 Drainage_ to Natomas Cross Canal (l.O) R. D. 1000 Drainage' to S. R. (Prit chard Lake) Sacramento R. at Sacramento Weir Sacramento Weir Spill to Yolo Bypass R. D. 1000 Drainage to S. R. (Second Bannon Slough) American R. at Fair Oaks (20.2) Sacramento R. at Sacramento Sacramento R. near Freeport Sacramento R. at Clarksburg Sacramento R. at Snodgrass Slough Sacramento R. at Walnut Grove Sacramento R. at Isleton Cache Cr. at Yolo (via Yolo Bypass) Putah Cr. near Davis (via Yolo Bypass) Yolo Bypass near Woodland Sacramento R. at Rio Vista Threemile Sloi:igh at Sacramento R. Sacramento R. at Collinsville PC , r3/ DWR DWR RC DWR R DWR RC USGS RC2/ DWR PC, , DWR pcV DWR RC, , DWR pcV DWR RC USGS R DWR RC , DWR W^ DWR . , USGS^ RC RC USGS PC DWR PC DWR R DWR RC DWR PC DWR RC USGS., USGS^ RC R R USGS, jmbJJ R DWR R DWR R USBR RC USGS RC USGS RC USGS R USCE R DWR R DWR -22- Table 1.2 SACRAMEUTO RIVER WATER POLLUTION SURVEY Inventory of Active Stream Gaging Stations August i960 Rev. (continued) The following symbols are used to indicate the type of record for each stream gaging station: RC - A continuous water stage recorder stream gaging station with computed records. R - A continuous water stage recorder stream gaging station with uncoraputed records. SC - A water stage (staff gage only) stream gaging station with periodic readings and coinputed records . S - A water stage (Staff gage only) stream gating station with periodic readings and uncoraputed records . PC - A stream gaging station based on pumping plant operation readings with daily or monthly computed records. Footnotes 1/ Proposed stage only September 30, i960, presently computed for the irrigation season only. 2/ Computed record during irrigation season only. 3/ Recorder does not fimction until river flow is within 3 feet of the Tisdale Weir Crest. hj Monthly totals only. 5/ No records for high flows, computed low flows only. 6/ DWR computes preliminary record. 7/ Proposed abandonment September 30, i960. NOTE: (Mileages shown in parenthesis following tributary stations indicate travel distances from the station site to the Sacramento River.) -23- Table 1-3 SACRAMEIWO RIVER WATER POLLUTION SURVEY LOCATION OF MAJOR RAPIDS River Mileages Beginning : End Beginning : End 301.86 301.65 (below Keswick Dam) 299.82 299.61 297.28 296.90 (below Redding Div. Dam) 295. 295.63 261.65 261. I4O 253.80 252.58 (CMna Rapids) 233.09 231.07 232.73 230.73 292.66 292 . 51 230.ij-2 229.95 291.72 291.61 225.87 225.66 280.70 280 . 59 201.88 201.1^8 279.08 278.91 203.17 202.85 277. 7^+ 277.67 208.30 207.83 26U.97 26k. ho 121.1k 196.37 262.77 262.62 I8I+.8O I8U.55 .2k- Table l.k SACRAI'lEDITO RIVER WATER POLLUTION SUEVEY APPROXIMATE WATER SURFACE SLOPES BETWEEN BIOLOGICAL SAMPLING STATIONS Based Upon 10,000 cfs Flow Sacramento River : Nearest cross : River : Length of : Approximate sampling station : section number: mile : reach miles : slope Above Spring Creek 1 305.7 8.0 ■X- Above Redding 5 297.7 2.5 .0011 At Redding 8 295.2 1.2 .0012 At Redding 9 29if.O 8.1 .0013 Above Chum Creek 16 285.9 6.8 .0009 Below Anderson 20 279.1 l+.l .0008 Balls Ferry 22 275.0 18.7 .0008 Bend Bridge 33 256.3 2.9 .0007 Big Bend 35 253'h 12.1+ .0001+ Below Red BTuff h3 21+1.0 11.2 .0006 Above Elder Creek if9 229.8 12.2 .0005 Vina Bridge 59 217.6 18.0 .0001+ Hamilton City 6? 199.6 15.1 .0001+ Ord Ferry Ih I8I+.5 16.3 .0003 Butte City 82 168.2 2I+.I .0002 Colusa 92 11+1+. 1 26.0 .00010 Below Wilkins Slough 103 118.1 27.6 .00008 Above Colusa Basin Drain 113 90.5 1.7 .00007 Below Knights Landing 111+ 88.8 7.3 .00007 Above Sacramento Slotigh 117 81.5 18.9 .00007 Bryte 124 62.6 9.h .00001*^ Clay Bank Bend 130 53.2 6.8 .00001!* .00001** Freeport Bridge liK) 1+6.4 3.0 Above ClELTksburg Ihh 1+3-^ 6.2 .00001 Snodgrass Slough 150 37.2 * Keswick Dam located in this reach. ** Slopes of water surface from vicinity of Sacramento downstream are dependent upon tidal activity. -25- TABLE 15 SACRAMENTO RIVER WATER POLLUTION SURVEY HYDRAULIC CHARACTERISTICS OF SACRAMENTO RIVER KESWICK TO SACRAMENTO 1960-1961 2 s C 2000 els 1 4000 cfs 6000 CIS £. s < T3 1 ° > ~ 1 1- < _ s - < 2 "Z q: * I > — < E 1 ^ 5 It. a — at SI < 3 t- T 01 1 s > — < E •^Of " 1 300.68 1333 108 12.3 11.3 1.50 2105 114 18.5 15.5 1.90 2609 116 22.5 17.7 2.30 3200 0.45 0.7 0.51 0.6 0.52 0. ^'- n 2 300.07 2000 200 10.0 9.8 1.22 1.00 3333 218 11.9 11.6 1.20 1750 245 15.3 14.9 1.60 ■ ■ 1 6650 1-5 1.43 1.2 1.47 0. 1 298.81 1430 210 6.8 6.2 1.40 2222 244 9-1 8.9 1.80 2500 250 10.0 9.7 2.40 4300 1.57 1.1 1.68 0.8 1.71 0. It 298.00 2500 447 5.6 5.6 0.80 3922 460 8.5 8.5 1.02 4110 461 8.9 8.9 1.46 1750 0.85 0.6 0.88 0.2 0.89 0. 5 297.67 2680 506 5.3 5.3 0.75 4082 512 7.7 7.6 0.98 4286 535 8.0 8.0 1.40 6400 0.11 1.8 0.34 1.4 0.34 1. fi 296. I16) 1695 4o4 4.2 4.2 l.lfl 2612 414 6.4 6.3 1.52 1061 4lB 7.1 7.2 1.96 7 ) 295.721 ) 7550 0.36 1.5 0.38 1.2 0.39 1. . ■; fl 295.03) 1299 172 3.5 3J 1.54 ^2151 400 5.4 5.3 1.86 2609 416 6.3 6.2 2.30 5850 1.31 1.0 1.48 0.8 1.54 0. r ■■ ■ 9 293.92 1220 294 4.1 4.1 1.64 1835 355 ■^.2 5.1 2.18 2273 369 6.2 6.1 2.64 3900 1.28 0.9 1.43 0.6 1.46 0. 10 293.18 2381 480 5.0 4.9 0.84 3226 509 b.3 6.3 1.24 3409 513 6.6 6.6 1.76 3750 ' w 1.30 0.6 1.52 0.4 1.63 0. u 292. ItT 162 4.7 4.7 2.60 1136 238 4.8 4.8 3.52 1449 286 5.1 5.0 4.14 3400 0.71 0.4 1.03 0.3 1.22 0. 12 291.83 1149 226 5.1 5.1 1.74 1826 126 5.6 5.6 2.19 2181 180 6.3 6.2 2.52 5600 1.18 1.4 1.18 1.0 1.47 0. _li_ 290.77 4260 411 10.3 10.3 0.47 4878 421 11.6 11.5 0.82 5042 424 11.9 11.6 1.19 6400 2.20 1.7 2.24 1.2 2.26 0. ■; U 289.56 1274 426 3.0 3.0 1.57 1802 431 4.2 4.2 2.22 2299 435 5.3 5.2 2.61 8400 817~ 2.53 1.2 3.26 0.9 3.44 0. * ■ 15 287.97 268 1.1 1.1 2.19 1290 462 2.8' 2.8 3.10 1714 510 3.4 1.3 3.50 11200 2.38 1.3 3.41 1.1 3.80 0. 0!}' ''"' 16 285.85 840 297 2.8 2.8 2.38 1325 350 1.8 1.8 3.02 1786 394 4.5 4.5 3.36 6150 3.01 1.0 3.36 0.7 3.64 0. r-'- ■ ■ n 28lt.31 847 116 2.7 2.7 2.36 1274 131 3.8 1.8 3.14 1667 347 4.8 4.8 3.6O 6900 1.36 0.9 1.54 0.7 1.59 0. IR 283.00 1170 426 2.7 2.7 1.11 1754 505 3.5 3.5 2.28 2273 518 4.4 4.4 2.64 9750 2.62 1.8 3.20 1.3 3.37 1. 19 281.15 1504 192 7.8 7.8 1.33 2174 250 8.6 8.6 1.84 2778 277 10.0 9.9 2.16 7900 2.82 1.4 3.22 1.0 3.40 0. .(?- 20 279.65 1053 118 1.1 3.3 1,20 1518 312 4.6 4.6 2.60 1840 339 5-4 5-4 1.26 (5 C:.: 8700 2.75 1.0 2.96 1.1 3.10 0. 21 278.00 730 127 2.2 2.2 2.74 1047 162 2.9 2.9 3.82 1376 388 3-5 3.5 4.36 16450 5.23 2.6 5.53 1.8 5.74 1. •>"" '" •* 22 274.88 2500 411 6.1 6.0 0.60 1077 4lB 7.4 7.1 1.10 3529 423 6.3 8.1 1.70 -i:' 9400 3.34 1.7 3.76 1.2 3.64 0. 21 273.10 862 266 3.2 3.2 2.32 1242 142 1.6 1.6 3.22 1500 353 4.2 4.2 4.00 8800 2.52 1.2 2.98 0.8 3.04 0. pit 271.43 1011 274 1.8 3.B 1.94 liio 289 5.4 5.3 2.58 2041 294 6.9 6.8 2.94 10100 2.52 1.6 2.78 1.2 2.83 1. 2'i 269.52 1111 118 4.2 4.2 1.50 2073 364 5.7 5.6 1.93 2655 370 7.2 7.1 2.26 11600 5.08 1.6 5-57 1.3 5.74 1. 26 267.32 800 151 2.3 2.3 2.50 1250 170 3.4 3.4 3.20 1.0 1604 387 4.1 4.1 3.74 9500 2.56 1.3 2.68 2.78 1- - ?7 265.52 1351 337 4.0 4.0 1.48 2020 151 5.8 5.7 1.98 2553 161 7.0 7.0 2.35 ~ 11900 2.88 2.4 2.96 1.8 3.06 1. 28 263.27 1639 350 4.7 4.6 1.22 2326 159 6.5 6.4 1.72 2885 167 7-9 7-7 2.08 6750 1.88 1.4 1-95 1.0 2.01 0. 20 261 .515 1325 279 4.7 4.7 1.51 1914 292 6.6 6.4 2.09 2410 303 8.0 7.8 2.49 io 11750 2.49 2.2 2.58 1-5 2.66 1. 239.76 _ 3100 1333 407 1.1 1.1 1.50 1852 419 4.4 4.4 2.16 2271 429 5.1 5.1 2.64 0.82 0.4 0.85 0.3 0.66 0. 31 259.17 806 287 2.8 2.8 2.48 1156 106 3.8 1.8 1.46 1471 121 4.6 4.6 4.08 Of. 8800 1.70 1.1 1.82 0.9 1.92 0. K' 12 257.50 1449 204 7.1 7.0 1.38 2105 221 9.4 9.2 1.90 2586 236 11.0 10.7 2.32 6200 1.92 1.1 2.04 0.8 2.16 0. "^Cy /V V< 256.33) 1176 110 1.8 1.8 1.70 1724 124 5-3 5.3 2.32 2190 141 6.4 6.3 2.74 r . ) * ■ T* 254.68) ) 24700 5.26 5.0 5.51 3.5 5.69 2. 15 253.31) fv. ) C" 36 251.65) 1 1921 ' 104 '"6.3 6.1 1.04 2500 318 7.9 7.6 1.60 2941 320 9.2 8.8 IV-'' , 0.92 0.5 0.94 0.7 0.95 0. 17 250.96 2t.bu 277 9-3 9.0 0.78 2985 279 10.7 10.3 1.34 3488 282 12.4 11.6 1.72 10250 3.29 3.2 3.3 1.9 3.34 1. Ifl 2lt9.0lt 2000 507 3.9 3.9 1.00 2353 510 4.6 4.6 1.70 2727 513 5.3 5.3 2.20 11400 4.48 2.3 5.15 1.5 5.29 1. 39 246.88 U49 151 3.3 3.2 1.74 1550 416 3.7 3.7 2.58 1899 438 4.3 4.3 3. 16 3650 1.11 0.7 1.26 0.5 1.33 0. ItO 246.19 1786 215 8.1 8.2 1.12 2222 214 9.5 9.1 1.80 2632 242 10.9 10.6 2.28 ^ 2.3 3.53 1.5 3.58 1. ^ Itl 244.14 1399 196 3-5 3.5 1.43 1887 401 4.7 4.7 2.12 2299 404 5.7 5.7 2.61 *' 11400 3.92 1.9 4.05 1.3 4.15 1. -y It2 241.98 1020 177 2.7 2.7 1.96 1515 396 3.8 3.8 2.64 1911 412 4.6 4.6 3.14 9700 5.16 1.1 5.31 1.0 5.43 0. '- Ul 240.14 905 749 1.2 1.2 2.21 138.4 _ 764 1.8 1.8 2.89 1786 772 2.3 2.3 3.36 "T -26- TABLE 1,5 SACRAMENTO RIVER WATER POLLUTION SURVEY HYDRAULIC CHARACTERISTICS OF SACRAMENTO RIVER KESWICK TO SACRAMENTO \ 1960-1961 a- i a u c 8000 c(s 10,000 c(s 1 25,000 cfs z 1 z 3 £ S - H < 3 ■a X — « a. St < i — ~ * OJ < S i — s - < 3 U. 1 s S i I- 41 a. — < E ~ _ ^ u. « & in tn s s < a, Ii. a •I 1 < T3 _ q: a, i - I < a> > " E ,t 300.68 2963 U6 25.5 19.5 2.70 3226 1L6 27.8 20.7 3.10 4545 144 31.6 23.8 5.50 1 3200 0.55 0.4 0.57 0.3 0.64 0.2 1 300.07 4444 259 17.2 16.7 1.80 5000 274 IB. 2 17.7 2.00 5435 294 lfl.5 18.0 4.60 2 6650 1.54 0.8 1.61 0.7 1.98 0.4 ! 296.81 2657 260 11.0 10.7 2.80 3030 266 U.4 11.1 3.30 4717 374 12.6 12.3 5.30 3 4300 1.73 0.5 1.74 0.4 2.01 0.2 i 298.00 4255 462 9.2 9.7 1.68 4525 463 9.6 9-7 2.21 5252 468 11.2 11.1 4.76 4 1750 0.69 0.3 0.89 0.2 0.91 0.1 1 297.67 4396 537 8.2 8.1 1.82 4630 541 S.6 8.5 2.16 5556 550 10.1 10.0 4.50 5 6400 0.34 0.8 0.35 0.7 0.36 0.4 296.1.6) 3333 420 7.9 7.8 2.40 3704 425 8.7 8.6 2.70 6127 466 13.1 12.6 4.08 6 ) 295.72) 7 ) 7550 0.40 0.8 ^1;^ 0.40 0.7 0.48 0.5 i _j?^-°3) 5850 1.58 0.6 1.63 0.5 2.19 0.4 - 293-92 2649 380 7.0 6.9 3.02 3030 392 7.7 7.7 3.30 5981 561 10.7 10.5 4.18 9 3900 1.48 0.4 1.52 0.4 1.89 0.3 293. IB 3636 516 7.0 7.0 2.20 4167 526 7.9 7.9 2.40 7669 578 13.3 13.1 3.26 10 3750 1.70 0.3 1.76 0.3 2.12 0.2 T 292. U7 1B78 321 5.9 5.8 4.26 2174 340 6.4 6.3 4.60 4261 464 9-2 9.2 5.64 11 3400 1.42 0.3 1.48 0.2 1.73 0.2 T 291.83 "559" 452 6.4 6.4 2.76 3106 468 6.6 6.6 3.22 5155 482 10.7 10.6 4.85 12 5600 1.62 0.7 1.66 0.6 1.72 0.4 « 290.77 425 12.3 12.2 1.53 5405 426 12.6 12.5 1.85 7353 448 16.4 16.3 3.40 13 6400 2.27 0.6 2.28 0.7 2.42 0.4 T 289.56 2667 438 6.1 6.0 3.00 2924 440 6.6 6.6 3.42 5144 473 10.9 10.7 4.66 14 6400 3.48 0.7 3.52 0.6 3.73 0.4 1 287.97 2030 51B 3.9 3.9 3.94 2326 523 4.4 4.4 4.30 4274 547 7.8 7.7 5.85 15 11200 3.84 0.8 3.86 0.7 4.28 0.5 T 285.85 2128 395 5.4 5.3 3.76 2381 397 6.0 6.0 4.20 4195 474 8.9 8.7 5.96 16 8150 3.66 0.6 3.72 0.5 4.19 0.4 T 281.. 31 1961 353 5.6 5.5 4.08 2160 358 6.0 6.0 4.63 4139 377 11.0 10 .a 6.04 17 6900 1.62 0.5 1.64 0.5 1.74 0.3 283.00 2597 528 4.9 4.9 3.08 2841 535 5.3 5.3 3.52 4690 566 8.3 8.2 5.33 18 9750 3.46 0.9 3.54 0.8 3.89 0.6 T 261.15 3113 290 10.7 10.6 2.57 3333 300 11.1 10.9 3.00 5760 355 16.2 15.9 4.34 19 7900 3.49 0.7 3.56 0.6 4.06 0.5 T 279.65 2162 342 6.3 6.2 3.70 2439 345 7-1 7.0 4.10 5470 379 14.4 14.0 4.58 20 8700 3.19 0.6 3.28 0.5 3.77 0.5 r 278.00 1626 406 4.0 4.0 4.92 IB 52 428 4.3 4.3 5.40 4195 506 8.3 8.2 5.96 21 16450 5.89 1.3 6.05 1.2 6.70 0.9 1 271.. 88 3810 427 8.9 8.9 2.10 4000 429 9-3 9-3 2.50 5952 443 13.4 13.3 4.20 22 9400 3.90 0.8 3.94 0.6 4.10 0.5 7 273.10 1667 362 4.6 4.6 4.80 1767 367 4.8 4.8 5.66 3676 385 9.5 9.1. 6.80 23 8800 3.11 0.6 3.14 0.5 3.59 0.4 T 271.1.3 2410 297 8.1 6.0 3-32 261a 300 6.7 8.6 3.82 4883 380 12.9 12.7 5-12 24 10100 2.86 1.0 2.88 0.8 3.51 0.6 ^ 269.52 3101 375 6.3 8.2 2.58 3269 377 8.7 6.6 3.04 5869 449 13.1 12.9 4.26 25 11600 5.80 0.9 5.83 0.8 6.80 0.6 i 267.32 1B60 3R9 4.8 4.7 4.30 1938 390 5.0 4.9 5.16 4045 445 9.1 9.0 6. IB 26 9500 2.82 0.6 2.85 0.6 3-35 0.5 I 265.52 2963 372 8.0 7.9 2.70 3125 ^n 8.3 8.2 3.20 6039 460 13.1 13.0 4.14 27 11900 3.10 ,. 1.2 3.13 1.0 3.66 0.9 I 263.27 3030 370 6.2 8.0 2.64 3165 371 6.5 8.3 3.16 71B4 415 17.3 16.7 3.48 28 6750 2.06 0.7 2.06 0.6 2.40 0.5 261.99 3030 316 9.6 9.4 2.64 3226 320 10.1 9.6 3.10 6849 396 17.7 17.1 3.65 2? -i 11750 2.73 1.1 2.76 1.0 3.04 0.8 — 259.76 26l4 436 6.0 6.0 3.06 2703 442 6.1 6.1 3-70 5366 454 11.9 U.7 4.64 30 J- 3100 0.90 0.2 0.92 0.2 1.06 0.2 s 259.17 1660 330 5.0 5.0 4.82 1742 336 5.2 5.2 5.74 3882 446 8.7 8.6 6.44 31 8800 1.99 0.7 2.02 0.6 2.77 0.4 257.50 3077 245 12.6 12.2 2.60 3247 249 13.0 12.7 3.06 5274 358 14.7 14.3 4.74 32 tJ- 6200 2.22 0.6 2.25 0.5 3.16 0.4 256.13) 2561 349 7.4 7.3 3.10 2609 354 7-9 7.9 3.56 5507 489 n.3 U.l 4.54 33 ) 251.. 68) — 34 1 ) 2470c 5.78 2.5 5.61 2.1 7.05 1.5 — ■ 253.31) 35 -- ) -T 251.65) 3306 322 1D.3 9.6 2.42 3472 323 10.7 10.2 2.66 5631 332 17.0 15.8 4.44 36 ii 3550 0.96 0.4 0.96 0.4 1.16 0.2 T 250.96 3922 284 13.8 13.2 2.04 4065 286 14.2 13.6 2.46 6983 404 17.3 16.5 3.58 37 ii- 10250 3.37 1.2 3.36 1.0 3.94 0.7 " 2I19.OI. 3077 516 6.0 5.9 2.60 3333 517 6.4 6.4 3.00 5556 533 10.4 ID.3 4.50 3tt ii- U400 5.47 1.0 5.51 0.9 5.74 0.6 -< 2U6.88 2222 470 4.7 4.7 3.60 2500 476 5-3 5.2 4.00 t^ l.9fi 9.1. 9-3 5.32 39 ii 3650 1.40 o-3_ l.U 0.3 1.61 0.2 21.6.19 3077 250 12.3 11.9 2.60 3333 259 J2.9 12.4 3.00 6127 325 16.9 16.2 4.06 40 ii loBoo 3.67 1.1 3.70 0.9 4.26 0.7 241.. 14 2703 40fl 6.6 6.6 2.96 2985 410 7.3 7.2 3.35 5600 443 12.6 12.5 4.46 41 ii 11400 4.24 1.0 4.30 0.9 4.55 0.7 H 241.96 2265 426 5.4 5.3 3.50 2545 434 5.9 5.6 3.93 4970 454 10.9 10.6 5.03 42 9700 5.52 0.7 5.58 0.7 5.75 0.5 _^ 240.14 2151 777 2.8 2.8 3.72 2415 781 3.1 3.1 4.14 4771 800 6.0 5.9 5.24 43 -27- TABLE I 5 SACRAMENTO RIVER WATER POLLUTION SURVEY HYDRAULIC CHARACTERISTICS OF SACRAMENTO RIVER KESWICK TO SACRAMENTO 1960-1961 o Z U1 IT 0: _ = 1 ^ ii. c 2000 els 1 4000 cts 6000 els to Ul a> < li- < 3 I cr < ^ V c — 5 s «. Q- — < « i C % • s _ S.1 U- < T3 _ cr u il 1 S s = 1 s > — 1 E 1- ^ - < (r S I t 1 = 1 > — < E i 111 240.11. 905 749 1.2 1.2 2.21 1184 764 1.6 1.6 2.89 1786 n2 2.3 2.3 1.16 16950 6.94 2-3 7.55 1.8 7.89 1 1.1. 236.93) 1099 256 4.3 4.2 1.82 1626 330 4.9 4.8 2.4£ 2113 372 5.7 5.5 2.84 ) 1.5 235-58) ) 13600 3.88 2.2 5.10 1.6 5-96 1 1.6 231.. 35) i??n 255 4.8 4.7 1.64 1754 142 5.1 5.0 2.28 2222 414 5.4 5.3 2.70 11850 2.59 2.1 4.55 1.5 5.22 1 1.7 211.71 1000 178 2.6 2.6 2.00 1449 414 1.5 1.5 2.76 1887 452 4.2 4.2 1.18 5500 2.17 0.7 2.47 0.5 2.61 W 230.69 885 222 4.0 4.0 2.26 1311 270 4.9 4.8 3.05 1729 326 5.3 5.3 3.41 4700 1.46 0.8 1.63 0.6 1.82 1.9 229.80 2247 119 6.6 6.6 0.69 2740 353 7.6 7.7 1.46 3390 369 9.2 9.1 1.77 7500 3.01 1.8 3.10 1.2 3.18 1 50 228.18 1449 580 2.5 2.5 1.18 2041 596 3.4 3.4 1.96 2586 601 4.3 4.1 2.32 5200 2.13 1.1 2.22 0.8 2.31 51 227.1.0 1471 .379 3.9 3.9 1.36 2174 399 5.4 5.4 1.64 2804 416 6.7 6.7 2.14 2500 0.69 0.5 1.08 0.1 1.23 52 226.91 1262 100 4.1 4.1 1.56 1786 410 4.2 4.1 2.24 2256 528 4.1 4.3 2.66 1550 0.65 0.2 0.68 0.2 1.07 51 226.61. 1199 210 6.7 6.6 1.41 2073 258 6.0 8.0 1.93 2655 291 9.1 9.1 2.26 6100 1.57 1.1 1.T7 0.9 1-91 51. 225.1.8 1299 115 4.1 4.1 1.54 1970 331 6.0 5.9 2.03 2532 345 7.3 7.3 2.37 5950 1.69 0.6 1.86 0.6 2.06 55 221.. 35 _68S 216 2.9 2.9 2.92 1013 278 3.6 3.6 3.95 1354 328 4.1 4.1 4.43 8200 2.76 1.0 3.01 0.8 3.26 5fi 222.80 1429 466 3.1 1.0 1.40 ^020 488 4.1 4.1 1-96 2521 501 5.0 5.0 2.18 8500 2.87 1.5 3.04 1.2 3.16 1 57 221.19 1220 245 5.0 4.9 1.64 1905 266 7.2 7.1 2.10 2400 260 8.6 6.5 2.50 10550 3.54 1.4 4.20 1.1 4.59 58 219.19 781 228 3.4 3.4 2.56 1190 295 4.0 4.0 3.36 1567 332 4.7 4.7 3.83 8050 1.90 1.0 2.53 0.9 2.64 59 217.67 1561 215 7.3 7.2 1.28 2198 266 7.7 7.7 1.82 2679 332 8.1 6.0 2.24 11650 4.04 2.3 5.05 1.3 5.71 1 60 215.1.6 600 100 2.7 2.7 2.50 1212 155 3.4 3.4 3.30 1646 396 4.1 4.1 3.64 22900 7.90 3.3 9.06 2.6 10.03 2 61 211.12 1481 117 4.7 4.7 1.15 2260 152 6.4 6.4 1.77 2927 182 7.7 7.6 2.05 11550 4.00 2.4 4.64 1.8 4.90 1 62 208.93 1481 605 2.4 2.4 1.35 2186 716 3.1 3.0 1.83 2804 747 3.8 3.7 2.14 13500 5.96 4.0 6.76 2.7 7.21 2 61 206.37 3846 287 13.4 13.0 0.52 4082 297 13.7 13.3 0.96 4615 330 14.0 13-5 1.30 8350 4.27 3.4 4.47 1.9 4.82 1 61. 201.. 79 2326 403 5.8 5.7 0.66 2657 421 6.8 6.7 1.40 3409 445 7.7 7.6 1.76 14300 7.15 4.6 7.34 3.1 7.58 2 65 202.06 3226 421 7.6 7.6 0.62 3509 426 8.2 8.2 1.14 3947 430 9.2 9-1 1-52 6100 3.10 2.7 3.16 1.5 3.16 1 66 200.92 2941 435 6.8 6.7 0.68 3810 445 8.6 8.5 1.05 4225 450 9.4 9.3 1.42 7250 3.64 3.0 3.70 1.6 3.73 1 67 199.55 2273 601 3.8 1.8 0.88 2632 605 4.4 4.3 1.52 3000 609 4.9 4.9 2.00 12550 3.00 4.0 3.26 2.4 3-3'> 1 66 197.17 2222 445 5.0 5.0 0.90 2899 512 5.4 5.4 1.18 3352 556 6.0 6.0 1-79 12500 4.00 2.2 4.61 1.6 4.90 1 69 191.. 60 862 126 2.6 2.6 2.32 1290 356 3.6 3.6 3.10 1665 366 4.3 4.3 3-56 12850 5.21 1.8 5.57 1.3 5.89 1 70 192.37 1176 161 3.2 3.2 1.70 1602 378 4.8 1..7 2.22 2326 390 6.0 5.9 2-58 6700 3.44 0.4 3.98 0.9 4.37 71 191.10 1408 476 3.0 2.9 1.42 2126 592 3.6 1.6 1.88 2765 674 4.1 4.1 2.17 21550 10.17 6.7 11.03 4.6 11.65 3 72 187.02 5556 894 6.2 6.2 0.16 5714 896 6.4 6.4 0.70 6122 897 6.8 6.8 0-98 7100 3.24 3.1 3.30 1.9 3.37 1 73 165.68 2273 418 5.2 5.2 0.88 2941 465 6.3 6.3 1.36 3659 493 7.4 7.4 1-64 5600 2.14 1.8 2.25 0.6 2-35 1 7k 181.. 62 1075 472 2.3 2.3 1.66 1633 491 3.3 3.3 2.45 2182 510 I..3 I..3 2-75 14300 5.43 3.0 5.75 2.1 6.010 1 75 181.91 1 2439 111 7.4 7.3 0.82 2961 160 8.2 8.1 1.35 3659 395 9.3 9-1 1-64 13200 4.70 5.2 5.04 3.1 5.36 2 76 179.1.1 3509 197 8.8 6.6 0.57 3922 414 9.5 9.4 1.02 4545 436 10.4 10.4 1-32 8450 2.82 1.6 3.30 1.2 3.53 1 77 177.61 677 150 2.5 2.5 2.28 1369 462 3.0 3.0 2.88 1840 500 3.7 3.7 3-26 9550 3.09 1.5 4.06 1.1 4.44 1 78 176.00 1550 268 5.4 5.3 1.29 2162 376 5.8 5.7 1.65 2703 417 6.5 6.4 2.22 11150 3.31 2.1 4.71 1.5 5.01 1 79 171.89 1190 152 1.4 1.4 1.68 1724 533 3.2 3.2 2.32 2222 549 4.0 4.0 2.70 6800 2.31 1.5 2.80 1.0 2.68 80 172.60 2469 546 4.5 4.5 0.81 2740 554 4.9 4.9 1.46 3243 567 5.7 5-7 1.65 13000 4.04 3.2 4.46 2.0 5.02 1 81 170.11. 1361 400 1.4 1.4 1.47 1869 488 3.8 1.8 2.14 2362 606 3.9 3.9 2.54 9800 2.98 2.6 3.35 1.7 3.84 1 S? 168.26 3333 352 9.5 9.4 0.60 1616 158 10.2 10.0 1.10 4000 364 11.0 10.8 1.50 8300 3.04 1.4 3.33 1.0 3-64 81 166.71 746 169 4.4 4.3 2.68 1096 212 5.2 5.0 3.65 1446 259 5.6 5-5 4.15 13050 3.46 2.1 3.90 1.4 4.18 1 81. 161..2I. 2469 338 7.3 7.2 0.61 2703 340 8.0 7.8 1.48 3226 3I.3 9.4 9.2 1.86 14450 5.90 5-5 5.92 3.0 5-96 2 85 161.50 1125 269 11.6 11 1 0.64 3333 270 12.3 U.7 1.20 3409 271 12.6 12.0 1.76 1 1 -28- 1 TABLE i.5 SACRAMENTO RIVER WATER POLLUTION SURVEY HYDRAULIC CHARACTERISTICS OF SACRAMENTO RIVER KESWICK TO SACRAMENTO ! 1960-1961 "• « a: „ ^ « 4, c 8000 c's 10,000 tis 25,000 els 1 u ~ e 1 < Li. * £ 1 5 — -J X < '^ a, C S a — (1 ^ u a 0) 1 1- c 1 « 1 ■0 _ t- X 1 ^ 5 s 01 < 1 6 5 a. s _ 1- < 3 ir « 't - r < 1 i > — Si _ < E ^, SUi.Vt 2151 777 2.8 2.8 3.72 2415 781 3.1 3.1 4.14 4771 800 6.0 5.9 5.24 43 16950 8.21 1.4 8.42 1.2 U.61 1.0 "1 236jL9i) 2484 A13_, 6.0 _5-S__ 3.22 2762 440 6.3 6.1 3.62 54u 662 6.1 6.1 4.62 44 ) 3J9_ 1.1 1.1 5631 541 10.4 45 46 235.58) ) 10.2 jShBg 13600 2632' T78 ~5.T 6.76 1.2 , 5j9 _jt-oa ^ C44 _0.8_ as'*. 35 5.4 3.04 2950 487 6.1 13850 5.67 1.2 5.78 6.54 0.8 231.73 ^6«. 464 4.9 4.9 3.50 2604 475 5.5 5.5 3.84 5342 546 9.8 _9ifi 4.68 47 5500 3.04 0.4 3.32 0.4 3.82 0.3 48 230.69 2069 377 5-5 5.5 3.83 2481 440 5.6 5.6 4.03 1 4941 511 i_9.7 -?i6 2.53 3^ 'oTi' 4700 1.96 0.4 2.19 0.4 229.60 3810 381 10.0 9.9 2.10 4310 395 10.0 10.9 2.32 7022 456 15.4 15.1 3.56 49 7500 3.27 0.9 3.34 0.8 3.65 0.6 22S.3B 3030 620 4.9 4.9 2.64 3378 630 5.4 5.3 2.96 0.5" _«3T8_ 660 _9-7 9^6 2.56 3.92 50 5200 2.33 0.6 8.r 2.36 0.4 227. UO 3306 428 7.7 7.6 2.42 3788 437 8.7 ^'2::6ir 6631 491 13.9 13.7 3.66 51 2500 1.29 0.3 1.32 0.2 1.55 0.2 226.93 5«0 4.7 4.7 3.04 2857 574 5-0 4.9 3.50 5631 697 8.1 8.0 4.44 52 1550 1.11 0.2 1.15 0.1 1.42 0.1 226. 61> 3226 313 10.3 10.2 2.48 3676 331 11.1 11.0 2.72 7062 414 17.1 16.7 3.54 53 6100 2.01 0.7 2.09 0.6 2.37 0.5 225. W 3042 357 8.5 8.5 2.63 3356 364 9.2 9.2 2.96 6527 373 17.5 16.7 3.83 54 5950 2.18 0.4 2.30 0.4 2.66 0.3 22'«.35- _ ~8200^ 1610 356 4.5 '>■■? 4.97 IB73 390 4.6 4.6 5.34 4209 496 8.5 8.4 5.94 55 3.44 0.6 3.60 0.5 4.13 0.5 222.80 3053 518 5.9 5.8 S.6S1 3311 527 6.3 6.2 3.02 6757 554 12.2 12.0 3.70 56 8500 3.26 0.9 3.32 0.8 3.50 o.£ 221.19 2857 268 9.9 9.8 2.80 3279 294 11.2 u.o 3.05 6460 315 20.5 19.8 3.87 57 10550 4.92 0.8 5.16 0.8 7.67 0.6 219.19 1878 369 5.1 5.0 4.26 2U9 393 5.4 5.3 4.72 1.673 708 £.6 6.4 5.35 58 8050 3.14 0.7 3.38 0.6 5.00 0.5 217.67 3077 364 8.5 8.4 2.60 3521 397 8.9 8.8 2.64 6281 462 13.fi 13.3 3-98 59 U65O 6.15 1.0 6.a 0.9 7.66 0.7 215.1.6 1946 420 4.6 4.6 4.11 2278 455 5.0 5.0 4.39 4209 5I.I 7.8 7.7 5.94 £0 22900 10.54 2.0 11.26 1.6 13-74 1.3 211.12 3419 399 8.6 8.6 2.34 3937 424 9.3 9.2 2.54 6313 530 u.9 u.8 3.96 61 U550 5.02 1.3 5.14 1.2 5.86 0.8 208.93 3292 753 4.4 4.4 2.43 3759 759 5.0 4.9 2.66 6219 825 7.5 7.5 4.02 62 13500 7.50 1.9 7.72 1-7 8.65 1.0 206.37 5128 367 14.0 13.5 1.56 5525 396 14.0 13.5 1.81 7911 469 16.9 16.2 3.16 63 8350 5.15 1-3 5.44 1.1 6.14 0.7 204.79 3902 463 8.4 8.3 2.05 4405 480 9.2 9.0 2.27 6944 523 13.3 13.1 3.60 64 14300 7-78 2.1 7.96 1.8 8.62 1.1 202.08 4545 435 10.4 10.4 1.76 4950 442 n.2 11.1 2.02 7102 473 15.0 14.8 3.52 65 6100 3.22 1.0 3.26 0.9 3.42 0.5 200.92 4624 455 10.2 10.1 1.73 5208 458 Ll.4 n.3 1.92 7143 471 15.2 14.9 3.50 66 7250 3.75 1.0 3.78 0.9 3.86 0.5 199.55 3419 614 5.6 5.6 2.34 3788 616 6.1 6.1 2.64 6261 627 10.0 9.9 3.98 *I_ 12550 3.40 1.6 3.41 1.4 3.46 0.9 197.17 3846 571 6.7 6.7 2.06 4167 573 7.3 7.2 2.40 6831 580 U.8 U.5 3.66 66 12500 5.10 1.2 5.31 1.0 6.25 0.6 194.80 2010 4U 4.9 4.9 3.96 2242 450 5.0 5.0 4.46 4460 623 7.2 7.2 5.56 69 12650 6.14 1.0 6.45 0.9 6.00 0.7 192.37 2740 400 6.9 6.8 2.92 3000 403 7-'' 7.4 3.33 5342 435 12.3 12.1 4.66 70 6700 4.54 0.7 4.61 0.6 4.81 0.4 191.10 3306 716 4.6 4.6 ^ 2.42 3636 719 5.1 5.0 2.75 5952 738 8.1 8.0 4.20 71 21550 11.95 3.2 11.99 2.7 12.21 1.8 1B7.08 6154 898 6.9 6.8 1.30 61I3_ 899 6.9 6.8 1.62 10593 908 11.7 U.6 2.36 72 7100 3.41 1.2 3.41 1.0 3.49 0.7 185.68 4124 5U 8.1 8.0 1.94 4386 512 8.6 6.5 2.26 8278 528 15.7 15.5 3-02 73 5600 2.44 0.6 2.60 0.6 3.67 0.5 184.62 2632 526 5.0 5.0 3.04 3056 554 5.5 5.5 3.27 ££49 7«2 6.5 8.5 3.76 7!' 14300 6.39 1.6 £.£0 1.4 a.32 1.2 lBl.91 4103 421 9.7 9.6 1.95 4444 425 10.5 10.3 2.25 8416 452 18.6 18.1 2.97 75 13200 5.63 2.0 5.63 1.7 6.2£ 1.3 179.41 4906 451 10.9 10.7 1.63 5076 454 11.2 11.1 1.97 8603 519 17.0 i£.£ 2.S4 76 8450 3.62 0.9 3.70 0.8 4.54 0.6 177.81 2133 510 4.2 4.2 3.75 2451 526 4.6 4.6 4.06 5376 667 7.6 7.8 4.65 77 9550 4.70 0.9 4.81 0.8 6.00 0.6 176.00 3200 4'i9 7.0 7.0 2.50 3521 465 7.6 7.5 2.64 6906 551 12.5 12.3 3.62 78 11150 5.30 1.1 5.33 1.0 6.58 0.6 173.69 2665 562 4.6 4.8 2.96 2967 564 5.3 5.2 -3-37 ! 6053 585 10.1 10.3 4.U 79 6800 2.95 0.7 2.96 ; 0.6 3.U 0.5 172.60 1 13000 3810 5B3 6.5 6.5 2.10 3937 564 6.7 6.7 2,14 7463 625 11.9 u.8 3.35 60 5.20 1.5 5.29 1.3 5.95 1.0 170.14 2617 634 4.4 4.4 2.84 3125 654 4.6 ••.T 3.20 6172 767 8.0 7.9 4.05 61 9800 3.98 1.2 4.07 1.0 4.55 0.7 168.26 4444 372 U.9 11.8 1.80 4587 173 12.3 12.1 2.1B 6250 381 16.4 16.0 4.00 62 8300 3.84 o.l_^ 3.90 0.6 4.44 V5 166.71 1720 266 6.0 5.9 4.65 2000 296 6.8 6.6 5.00 4045 379 10.7 10.5 6.1s 83 13050 4.32 1.1 4.40 1.0 5.07 0.7 164.24 J704 346 10.7 10.4 2.16 3906 347 11.3 10.9 2.56 7062 363 19.5 16.6 3.54 8k ' 14450 6.oe 1.9 6.03 1.6 6.52 1.2 161.50 3960 274 14.5 13.7 2.02 4132 275 15.0 14.2 2.42 7310 309 23.7 22.0 3.42 85 4 29- TABLE 15 SACRAMENTO RIVER WATER POLLUTION SURVEY HYDRAULIC CHARACTERISTICS OF SACRAMENTO RIVER KESWICK TO SACRAMENTO 1960-1961 3 c o I - a> 2000 cts 4000 cfs 6000 ,:ts « « a y < * * Q — < I i 1 1- 1 c ^ 5 t < 01 U. — < IL " 1 1 > — a a. •i 5 E 1 i 1 Z _ 0) ^ < 3 cr V i- X ? 5 OJ ^ 5 ^ < 1 1 - • 4) < S Q — S £ 5 - < 3 il 1 S s ^ ■- 1 1 a, Q. 1 1 * i ~ < 0) * "a. s _ < 3 i- 5 s > — < 3 42 E Z •n i 161.50 17600 3960 STk 14.5 13-7 6.79 2.1 6.83 1.6 7.43 1.3 86 158.17) 3077 ?« 12.9 12.4 2.60 3333 239 13.9 13.3 3.00 6313 251 25.2 22.7 3.96 " ) 22550 7.77 2.2 7.89 2.0 8.61 1.5 156.861 87 " ) 2685 219 12.3 11.8 2.98 3030 223 13.6 13.1 3.30 5841 253 23.1 21.9 4.28 68 7750 2.61 0.9 2.64 0.8 2.96 0.6 " 132 M 38'i6 s'se 15.0 14.7 2.08 4167 259 16.1 15.7 2.1*0 7310 286 25.4 24.0 3.42 89 19900 7.46 2-5 7.72 2.2 10.55 1.1 - li48,66 12300 M^ 11.9 4.38 1.3 3745 303 4.65 1.1 7.23 0.9 1U6 ^^ 2S8l 209 12.8 11.9 3.10 2976 219 13.6 12.7 3.36 6313 333 19.0 17.8 3.96 91 11850 4.24 1.3 4.41 1.2 5.62 1.0 ~ I'll*. 09 3738 VA 12.3 11.8 2.14 4237 308 13.8 13.2 2.36 8446 339 24.9 23.1 2.96 92 13'*00 4.58 1.3 4.66 1.4 5.23 11*1.55 2759 28'i 9.7 9.5 2.90 3269 291 11.3 11.1 3.04 7246 331 21.9 21.1 3.45 93 131*50 4.64 1.4 4.71 1.3 5.22 139.00 3252 162 9-0 8.9 2.46 3831 366 10.5 10.3 2.61 8446 396 21.3 20.6 2.96 94 4.97 1.5 5.05 1.6 5.64 1.4 ~ 116.09 2996 21>5 12.2 11.9 2.67 3571 251 14.2 13.8 2.80 8U7 293 27.7 25.9 3.08 95 8200 2.69 0.8 2.76 0.9 3.35 0.8 ~ 131*. 5U 3U78 Pill 14.9 14.2 2.30 4065 242 16.8 15.9 2.46 8929 304 29.4 27.2 2.80 96 21350 7.28 2.5 7.4« 2.3 9.01 2.0 130.50 3361 291 U.5 U.3 2.38 3730 294 12.7 12.4 2.68 8224 345 23.8 22.7 3.04 97 l't850 4.51 1.6 4.57 1.6 5.48 1.3 t>t>n 14.4 14.0 2.44 3788 235 16.1 15.6 2.64 7962 287 27.7 26.2 3.14 96 ~ 10200 2.90 1.1 2.99 1.0 3.53 0.8 125.76 29U1 305 9.6 9.5 2.72 3401 312 10.9 10.8 2.94 6775 361 1B.8 IB.3 3.69 99 1.36 0.7 1.39 0.5 1.54 0.4 121*. 72 331*7 1?U 10.3 10.1 2.39 3831 327 U.7 11.4 2.61 7042 350 20.1 19.2 3.55 100 16350 4.18 2.0 4.26 1.8 4.77 1.3 121.62 3U78 2lll 14.4 13.8 2.30 3937 249 15.8 15.1 2.54 7246 293 24.7 23.2 }■''> 101 11700 3.45 1.3 3.56 1.3 4.19 1.0 119. Uo 3506 250 14.2 13.8 2.25 4032 257 15.7 15.2 2.48 7375 303 24.3 23.3 3.39 102 6800 0.97 0.7 1.00 0.7 1.15 0.5 2963 210 14.1 13.5 2.70 3448 214 16.1 15.2 2.90 6579 241 27.3 24.6 3.80 103 3.50 1.4 3.62 1-3 4.38 1.0 115.53 3030 235 12.9 02.5 2.64 3521 247 14.3 13.8 2.84 6944 316 22.0 21.0 3.60 104 19300 3.94 2.1 4.07 2.0 4.98 1.6 111.87 3361 21(1 13.9 13.6 2.38 3876 247 15-7 15.1 2.58 7622 288 26.5 24.9 3.28 105 2.48 1.3 2.56 1.2 3.08 1.0 3279 ?4l 13.6 13.3 2.44 3802 250 15.2 14.8 2.63 7530 307 24.5 23.5 3-32 106 13850 2.87 1.6 2.98 1.5 3.64 1.2 107.10 3226 221 14.6 14.2 2.48 37''5 230 I6.3 15.7 2.67 7440 2Bl 26.5 25.1 4.84 3.36 107 ^23250 3376 PliO 13.0 12.7 3.96 2.37 2.7 3906 266 14.7 14.3 2.56 7764 308 25.2 24.0 3.22 108 7350 1.69 1.0 1.72 0.8 1-99 0.6 102.31 3390 !>71 12.4 12.2 2.36 3906 279 14.0 13.7 2.56 8013 320 25.0 23.8 3.12 109 11750 2.92 1.2 3.00 1.4 3.55 1.1 100.08 1*301 229 1B.8 17.8 1.86 4762 237 20.1 19.0 2.10 8834 292 30.3 28.1 2.83 uo 20400 4.20 2.3 4.37 2.2 5.49 1-7 " 96.22 2974 _23I_ 12.5 12.3 2.69 3413 248 13.8 13.4 2.93 6757 31B 21.2 20.5 3.70 lU 112 17850 4.00 2.0 4.16 1.6 1H ■> 17 R 5.13 4 06 1.3 ^ 92.81» 12350 2691* ^16^ 9.8 9.6 2^7 2.97 1.9 30J6 10.7 2.43 1.2 2.95 3 40 0.9 U3 L- 90.50 J60U 231. l?.!- 14.8 0.62 0.3 3704 236 15-7 0.64 0.3 0.75 0.2 69.98 3077 270 U.4 11 1 2.60 3497 275 12.7 12.4 2.86 6757 3U 21.7 20.8 3.70 U4 — 16UOO 3.95 1.9 4.05 1.8 4.66 1.3 3279 Zk6 2.44 3717 252 14.8 14.2 2.69 II 7062 298 2.3-7 21.9 3-54 115 ,l£WO ■ 2.91 1.9 3.02 1.5 3.69 1.0 — 8l*.ii6 3279 207 15.8 14.8 2.44 3731 216 17.3 16.1 2.68 7062 276 25.6 23.6 3-5* 116 17200 4.09 1.4 4.21 l.B 5.13 1.3 [_ 81.22 3333 224 14.9 14.2 2.40 3760 229 16.4 15-5 2.66 7022 263 26.7 24.0 3.56 U7 5300 1.20 2.1 1.22 0.6 1.39 2.16 4049 360 U.2 11.1 2.47 II 7508 405 18.5 18.2 3.33 6550 3.49 0.7 3.56 0.7 3.91 0.5 516 6 6 6.6 2.34 3850 523 7.4 7.3 2.60 7267 567 12.8 12.7 3.44 U9 18600 8.09 0.8 8.18 2.1 8.72 1.6 ~~~ 75. '♦6 3810 522 7.3 7.3 2.10 4219 525 8.0 8.0 2.37 7813 549 14.2 14.1 3.20 23I15O 10.08 3.3 10.13 2.9 1 10.67 1*U20 l|9l> 8.9 8.9 1.81 4808 497 9.7 9.6 2.08 g 8562 524 I6.3 16.1 2.92 121 2I48OO i 10.74 4.1 10.81 3.7 U.58 2.5 2_ 66.32 5797 _l!:2i. 13-7 13.5 1.38 6135 426 14.4 14.1 1.63 2.4 9615 464 20.7 20.2 7.70 1-5 lVt5flL_ Sg-fli 497 7.13 1.42 2.9 ^6«4 502 12.0 U.7 1.66 9326 530 17.6 17.1 2.68 123 2.19 1.2 2.20 1.0 2.30 0.6 II 62.50 62S0 562 11.1 11.0 1.28 6579 564 U.7 U.6 1.52 9615 584 16.f 16.3 2.60 124 7.53 3.1 7.57 2.6 7.92 1.5 6230 61 fi 10.1 10.1 1.28 6579 620 10.6 10.5 1.52 9615 656 14.7 14.5 2.60 125 1.65 0.7 1.66 0.6 1.76 0.3 12 2 1.27 6623 ^19 12.8 12.2 1.51 9653 ?55 17.4 16.0 2.59 126 — 1 "5 M- TABLE 16 SACRAMENTO RIVER WATER POLLUTION SURVEY HYDRAULIC CHARACTERISTICS OF SACRAMENTO RIVER SACRAMENTO TO COLLINSVILLE For Meon Flow Of 10,000 c f s. At Sacramento 1960-1961 o z J, • i • c 9 • 1 ^ Si < • u. Q - It < 3 £ — '^ < ^ 5 i ^7 < • 1 |l U. t) • Z 4 125 59.82 5.475 709 7.7 7.5 10,000 16.427 10.83 1.60 3.2 126 56.33 6,953 466 14.9 12.9 6.366 3.40 1.43 1.2 127 55.13 6,967 607 11.5 10.6 __3t696 2.16 1.50 0.7 12B 54.43 6,384 570 11.2 10.4 2.796 1.42 1.58 0.5 129 53.90 6,327 447 14.2 12.9 5,386 3.00 1.64 0.9 1V> 52.88 5.891 667 6.8 6.4 2.746 1.46 1.51 0.5 lU 52.16 7.362 199 16.5 16.2 2.218 1.16 1.14 0.5 132 51.94 7,533 648 11.6 11.1 1,636 1.02 1.36 0.3 ni 51.63 7.175 602 U.9 11.0 7.022 5.01 1.39 1.4 IT- 50.30 7,171 826 8.7 8.4 633 0.45 1.14 0.1 135 50.18 7.725 595 n.o 12.1 1.690 1.10 1.11 0.4 116 49.86 7.534 711 10.6 9.9 4.594 2.78 1.29 1.0 137 48.99 7,924 496 16.0 14.7 4,435 2.69 1.36 0.9 118 48.15 6,627 716 9.5 9.1 4.224 2.56 1.31 0.9 IV) 47.35 8.452 496 17.0 14.7 4.805 2.68 1.2 1.2 ii«) 46.44 9,446 619 15.3 14.2 5,755 3-38 1.11 1.5 IM 45.35 6.649 554 15.6 14.1 4.963 2.57 1.16 1.2 11.2 44.41 8.543 480 17.6 16.1 3,010 1.81 1.17 0.7 m 43.84 8,613 720 12.0 11.2 1.901 1.05 1.08 0.5 1 ikk 43.48 9.951 187 25.7 20.5 1 1.901 0.81 1.02 0.5 U5 43.12 9,620 464 20.7 lfl.4 3.907 2.31 1.06 1.0 146 42.38 9,273 717 12.9 12.3 5.491 3.80 1.00 1.5 1''7 41.34 10,786 668 16.1 15.1 5.111 3.26 0.97 1.5 lli8 40.31 9.779 564 17.3 16.1 2.323 1.15 1.00 0.6 lk9 39.89 10,253 425 24.1 20.3 13.992 7.59 0.94 4.2 150 37.24 11,126 658 16.9 15.8 5.544 1.51 0.90 1.7 151 16.19 11.053 609 iS.l 16.7 152 2,216 1.26 0.91 0.7 35. T7 10.926 548 19.9 18.4 1.848 0.92 0.84 0.6 153 35.42 13.001 451 26.8 23.8 2.323 1.26 0.81 0.8 151. 14.98 11,811 650 18.2 16.9 2,746 1.68 0.83 0.9 155 34.46 12,355 577 21.4 19.5 1,267 0.74 0.81 0.4 156 34.22 12.201 599 20.4 16.6 S.220 3.379 1.74 0.80 1.2 157 11.58 8,495 4ffl 19.6 17.5 1.795 0.85 0.96 0.5 156 13.24 8.654 517 16.7 15.5 1,690 0.67 0.92 0.5 15<) 32.92 9.291 518 17.9 16.5 475 0.25 0.66 0.2 160 32.83* 9,291 518 17.9 16.5 7.150 2,059 0.91 0.63 0.7 161 32.44 7,972 162 22.0 19.3 8,131 2.78 0.94 J. 4 162 30.90 7.326 122 22.6 19.0 6,756 2.33 0.93 2.0 16^ 29.62 6.069 16« 21.9 19.1 3.854 1.34 0.92 1.2 164 26.89 7.520 110 22.8 19.4 6.125 2.24 0.92 1.9 165 27.73 8,105 401 20.2 17.6 ^,0^ 5.544 1.97 0.52 2.9 166 26.68 7.318 310 23.6 19.6 z 11 c K _ £ - ii. 5 i S- It < 2 • I s = 5 in * 2 i 1 • i -' 166 26.68 7,318 110 23.6 19.6 686 0.28 0.28 0.7 167 26.55 7,934 490 16.2 14.8 475 O.IB 0.32 0.4 168 26.46* J^214 ^85 IB. 3 14.7 475 0.15 0.40 0.3 169 26.37 5,177 149 14.8 13-3 1.954 0.60 0.41 1.3 170 26.00 5.151 ?69 19.2 15.7 3.590 1.15 0.18 2.6 171 25.32 5,755 174 15.4 13.7 3,465 1.44 0.36 2.7 172 24.66 6.018 451 13.4 11.5 2.059 0.75 0.16 1.5 173 24.27 4,991 276 16.1 14.5 5,122 1.81 0.40 3.6 174 23.10 5.621 412 13.0 12.0 2.270 0.89 0.37 1-7 175 22.87 5.715 356 16.1 14.3 7,550 2.61 0.35 5.9 176 21.44 6,193 388 16.0 14.4 2,796 1.00 0.36 2.2 1T7 20.91 5.457 110 16.5 14.1 2.11? 0.96 0.16 1-5 178 20.51 5,540 564 9.5 8.9 4.646 2.41 0.15 3-7 179 19.63 6.145 455 11.9 12.9 5,227 2.59 0.31 4.7 180 16.64 7.176 515 11.4 12.7 5,069 2.69 0.31 4.6* 161 17.68 6,491 526 12.3 11.5 2,323 1.48 0.27 2.4 162 17.24 9.063 750 12.1 11.2 11,246 8.69 0.21 14.9 183 15.11 10,907 795 13.7 13.3 1.511 0.98 0.20 2.1 184 14.62 10.092 467 20.7 16.6 "lfl5"~ 1,109 0.62 0.14 2.1 14.61 18,935 996 19.0 16.0 1,639 2.36 0.06 8.0 186 14.30* 54.570 1681 29.0 27.9 _950 1.79 0.0» 6.9 lfl7 14.12 54.550 1681 29.0 27.9 3,166 7.61 0.06 10.7 1B8 13.52 65.611 2924 22.4 22.0 7.214 19.42 0.08 26.1 169 12.15 62,840 2445 25.7 24.9 5,122 14.25 0.07 20.2 190 11.16 77,643 3118 24.9 24.4 6.554 26.49 0.06 39-0 191 9.56 64.722 1075 27.6 27.0 3,590 , 12.61 0.05 19.3 192 8.68 106,450 3947 27.0 26.0 1,426 5.42 0.05 8.1 191 8.61 95.812 1657 26.2 25.1 2J81 10.14 0.05 14.3 194 8.12 101,096 4185 24.2 23.5 1,848 7.34 0.05 10.8 195 7-77 107,380 1761 28.6 27.0 1.846 7.20 0.05 10.9 196 7.42 101.670 4027 25.1 25.2 2.006 7.70 0.05 11.5 197 7.04 101,717 3644 27.9 26.9 2.121 7.58 0.05 12.4 198 6.60 87,740 2685 30.4 29.7 4,224 12.11 0.05 20.8" 5.80 87,185 2851 10.7 29.9 3,643 10.22 0.06 17.5* 200 5.11 81.741 2761 30.3 29.5 2.957 8.89 0.06 14.3 201 4.55 88.747 1251 27.1 26.6 2.904 6.69 0.06 11.6 202 4.00 77,857 2711 28.5 27.6 5,966 17.23 0.06 26.3 203 2.87 91.090 3045 29.9 29.0 5,227 15.96 0.05 27.1 204 1.68 93,368 1061 30.5 29.8 1.960 12.67 0.05 20.8 205 1.13 93,448 1438 27.2 26.6 5.966 20.51 0.05 31.3 93,268 1416 27.1 26.6 • Estimated. -32- PART 2 HYDROLOGY •33- CMFTER I. INTRODUCTION The Sacramento River Basin is located in the central portion of the northern half of the State of Calif omia (Plate 1). Although the basin contains over 26,000 square miles, this investigation is concerned primarily id-th approxima.tely 19,000 square miles of the basin which lie below Shasta Dam and above Collinsville in the Sacramento-San Joaquin Delta. Elevations range from over 1U,000 feet at Mount Shasta to sea level at Collinsville. Portions of the basin in the Delta area are even below sea level and are protected from tidal inundation by levees. The Sacramento i^ver System is fed by 39 surface water drainage basins originating in the Sierra Nevada, Cascade Range, and Coast Range. The drainage boundaries of the Sacranento Paver and its tributary systems are depicted on Plate 2. Tributary drainage areas are listed in Table 2.1 -35- Table 2.1 DRAINAGE AREIAS OF TRIBUTARIES TO SACRAMENTO RIVER Basinl : River : : Drainage :Accumulative No. : Mileage: Basin :Area (mi'^) •JDrainage Area 1 311 Shasta Lake Inflow^ 6,690 2 303 Local Keswick Inflow 3.2 6,690 3 302 Spring Creek II+.I+ 6,710 h 300 Middle Creek 28.7 6,71+0 5 296 Sulphur Creek 16.2 6,750 6 288 Olney Creek 20.6 6,780 T 288 Clear Creek 21+1+ 7,020 8 283 Churn Creek 6U.2 7,080 9 280 Stillwater Creek 53.1 7,1^0 10 279 Cow Creek 5I+O 7,680 11 276 Bear Creek hi.k 7,720 12 275 Ash Creek 36.2 7,760 13 273 Anderson Creek 62.1+ 7,820 111 272 Cottonwood Creek 928 8,750 15 270 Battle Creek 3I+6 9,100 16 263 Inks Creek 1+8.7 9,150 IT 252 Paynes Creek 103 9,250 18 2U6 Blue Tent Creek 1+8. 7 9,300 19 2U5 Dibble Creek 1+9.9 9,350 20 2l|U Reeds Creek 61+. 3 9,1+10 21 2I+2 Red Bank Creek 115 9,530 22 231+ Antelope Creek 2^6 9,770 23 232 Oat Creek 75-5 9,850 21+ 229 Elder Creek 175 10,020 25 229 Mill Creek 259 10,280 26 22l| Thome s Creek 370 10,650 27 221 Toomes Creek 1+1.8 10,690 28 219 Deer Creek 236 10,930 29 207 Rice Creek 132 n,o6o 30 197 Pine Creek 150 11,210 31 191+ Big Chico Creek 326 11,5^ 32 191 Stony Creek 91+1+ 12,1+80 33 139 Butte Creek 691 13,170 3h 90 Colusa Basin Drain 1,560 ■ 1^,730 35 81 Sacramento Slough-Sutter Bypass 386 15,120 36 80 Feather River 5,980 21,100 37 79 Auburn Ravine 377 21,1+80 38 60 American River 2,160 23,61+0 39 14 Clear Lake hll 2l+,110 1+0 11+ Putah-Cache Creeks 2,190 26,300 1 For geographic location, see Plate 2. ^ Excluding Goose Lake Basin (1,100 mi^). -36- CHAPTER II. i4INi:^IUM FLOV/3 To adequately detcrmne the vraste assimilative capacity of the Sacramento River in its entirety from Kes>7ick to the mouth, it is neces- sary to determine the minimum flows which can reasonably be expected. Minimum flows vary by reach of river and by season of the year. Minimum monthly flows in cubic feet per second (cfs) have been estimated for all reaches of the river from Keswick to Steamboat Slough, Data for the 1959-60 water year have been studied in detail as the most recent data available, and therefore, the most indicative of present conditions of development in the Sacramento Valley, It should be pointed out that the 1959-60 water year had below average runoff, amoionting to about 75 percent of the 50- year average (l905-06 to 19Sh-5^) on a basin-wide basis. Minimum flows were estimated at ten representative stations (listed in Table 2.2) on the Sacramento River, These stations were chosen as characteristic of ten reaches of the Sacramento River covering the entire distance from Kesxri.ck to Collinsville , Reaches were selected after careful consideration of actual historical stream flow hydrographs of the Sacramento River for the months of June, July, August, and September. These r-ionths generally -represent critical periods of water supply and water quality Impairment in the Sacramento Valley, Present Conditions Minimum flows have been derived for various reaches of the Sacramento River based on both present and future conditions of develop- ment. Present water supply development in the tributary area is considered to consist of all projects presently operating or under construction. The only exceptions to the above are the Sacramento Municipal Utility -37- District's Upper American River Development and the Bureau of Reclamation's Corning Canal, which are now under construction but were not assiimed to be in operation. The diversion from the Trinity River Division of the Central Valley Project, which is presently under construction, was included in this study under present conditions, Mnimum flows of the Sacramento River under present conditions of development were based upon flows determined at two points on the river; i.e., Keswick and the latitude of the Navigation Control Point (in the vicinity of Wilkins Slough), Flows passing the latitude of the Navigation Control Point will be referred to as flows at the Navigation Control Point for purposes of this report. During periods of flood flows when discharge exceeds the carrying capacitj'- of the Sacramento Pdver, water overflows into constructed flood channels which bypass the Navigation Control Point on the main river channel. Some irrigation return flow may also bypass the Navigation Control Point, Flows were obtained from a department office report, C.V.O, (Central Valley Operations) No, 2, titled "Effect of Future Development Upon Present Surplus Flows in the Sacramento-San Joaquin Delta", August 1959. These studies were completed in March 19^9 and covered the 20-year period 1921-22 to 19U0-Ij.l, The purpose of these studies was to provide a basic schedule of surplus flows in the Delta, corresponding to a known level of water development and utilization within the tributary drainage area. The present conditions study is based upon modified historical surface water supplies and does not include intensive subsurface storage usage within the watershed. Present demands for water were based on diver- sions from the Sacramento River during the 19S3-Sh water year, as published in the Sacramento-San Joaquin Water Supervision Report, -38- Present mandatory requirements upon the existing works of the Central Valley Project include the following: 1, Navigation requirement of 5,000 cfs with no deficiencies at the critical navigation point which was considered to be the Sacramento River at latitude of Colusa, latitude of mouth of Colusa Drain, or at Chico Landing, dependent on which point had the lowest historical flow. However, the Navigation Control Point was assumed to be in the vicinity of Wilkins Slough gaging station for this study. This assumption was based on the flow distribution for Jime through September 1960« 2o Delta-Mendota Canal requirement of l,l8l,000 acre-feet, 3o Contra Costa Canal requirement of 53,000 acre-feet, U, City of Vallejo's Cache Slough diversion requirement of 13,000 acre-feet, 5. Riparian and appropriative diversions: a, Sacramento River, including bypasses and sloughs amounting to 2,6l8,000 acre-feet, b. Delta uplands diversions from San Joaquin River, Old River, Tom Paine Slough, and Cache Creek, amounting to 309,000 acre-feet. 6, Net consumptive use in the Sacrainento-San Joaquin Delta based on land-use patterns determined in 19$So Future Conditions Minimum flows of the Sacrajnento River at Keswick and at the Navigation Control Point for future conditions of development were developed from the "Central Valley Projects (C.V.P.) Operation Study No, 9-5-60", ■39- prepared jointly by the department and the U, S. Bureau of Reclamationo The study is based upon the period 1921-22 to 1953-5U. Future conditions of development include all of those projects and demands as outlined in "Agreement Between the United States of America and the Department of Water Resources of the State of California for the Coordinated Operation of the Federal Central Valley Project and the State Feather River and Delta Diversion Projects**, May 16, 1960« Development includes the Trinity River Diversion, Whiskeytown Reservoir Project (Clear Creek), Coniing Canal, Tehama-Colusa Canal, Black Butte Reservoir Project (Stony Creek), Oroville Reservoir Project (Feather River), and the Folsom South Canal in addition to all presently operating development. It is believed by the department that most of these developments will be in existence by the year 1990. Diversions used in the future conditions study were compiled from existing water rights on the Sacramento River, These water rights quantities were employed in the department's Sacramento River Trial Dis- tribution Studies and have been published in a joint report entitled "Report on 19^6 Cooperative Study Program — Water Use and Water Rights Along Sacramento River and in Sacraiaento-San Joaquin Delta", March 19^7, and in supplements on hydrology and water rights by the U, 3. Bureau of Reclamation, State Department of Water Resources and the Sacramento River and Delta Water Association, Irrigation return flox'js for both present and fut-ore conditions were estimated as a percentage of the diversions for each separate river reach. Percentages were assumed to be the same for both present and future conditions. Return flows from diversions were considered to be negligible from November 1 to March 31, -UO- The minimum navigation requirement employed in the future con- ditions study was ^4^,000 cfs, with a 1,000 cfs deficiency allowable under certain conditions of project inflow, project and nonproject demands, and combined storage in project reservoirs. Method Table 2.3 gives a detailed description of the method employed in derivation of minimum monthly flows for the ten reaches of the Sacramento River. Reach numbers refer to the selected reaches of the Sacramento River and their representative stations as shown in Table 2.2. Minimum flows for reaches (l) thro\;gh (k) inclusive, are based on low flows at Keswick. Minimum flows for reaches (5) through (8) inclusive, are based on low flows at the Navigation Control Point. Flows for the remaining two reaches are based on the lowest total flow in the river as determined from tributary inflows and flows at the Navigation Control Point. It shoxxld be noted that minimum flow studies were not prepared for the Sacramento River from Steamboat Slough to Collinsville since this reach is under strong tidal influence. Results Table 2.k lists the minimxjm monthly flows under present and future conditions. Daily flows could drop below the specified amounts while operational changes are being made at any of the various projects. Figure 2.1 compares present and future flows for Aiogust. These resxilts are presented only as a guide for water quality management plaiming. They are valid for the particular operating conditions and assumptions outlined above. It is expected that the operations plan will be periodi- cally revised so that better estimates of mini man flows, particularly downstream from the Feather River, will become available. Table 2.2 REPRESENTATIVE SACRAMENTO RIVER STATIONS AND REACHES Reach: River No. : Mile Reach of Sacramento River Represented by Station 1 300-297 2 297-270 3 270-2U2 k 242-205 5 205-164 6 164-119 7 119- 90 8 90- 80 9 80- 60 10 60- 33 Keswick to Anderson-Cottonwood I.D. Diversion Anderson-Cottonwood I.D. Diversion to Battle Creek Battle Creek to Corning and Tehama-Colusa Canal Diversions Corning and Tehama-Colusa Canal Diversions to Glenn-Colusa I.D. Diversion Glenn-Colusa I.D. Diversion to R. D. 1004 Diversion R.D. 1004 Diversion to Sutter Mutual Water Company Diversion Sutter Mutual Water Company Diversion to Colusa Basin Drain Colusa Basin Drain to Feather River Feather River to American River American River to Steamboat Slough Below Keswick Above Clear Creek At Iron Canyon G.S. Below Corning and Tehama-Colusa Canal Diversions Above R.D. 1004 Diversion Above Sutter Mutual Water Company Diversion Navigation Control Point Above Feather River Above American River Above Steamboat Slough -42- TABLE 2.3 BASIS OF COMPUTATION FLOW AT REPRESENTATIVE SACRAMEIWO RIVER STATIONS Reach No. Method of Computation Equals flov of Sacramento River at Keswick (Based on low flows at Keswick.) Equails Minus Plus Diversions between Keswick and Clear Creek Return flows between Keswick and Clear Creek (Based on low flows at Keswick.) Equals Minus Plus Minus Plus Minus Historical flow of Sacramento River at Shasta Dam Historical flow of Sacramento River near Red Bl-uff Historical flow of Clear Creek Whiskeytown Reservoir releases to Clear Creek Increase in diversions between Keswick and Red Bluff (future conditions only) (Based on low flows at Keswick.) Equals Plus Minus Flow of Redbank Creek group Diversions to Corning and Tehama-Colusa Canals (future conditions only) (Based on low flows at Keswick.) Equals Plus Minus Minus Equals Plus Minus Diversions between Sutter Mutual Water Company diversion and to above R. D. lOOU diversion Butte Creek near Chico Return flows between S.M.W.C. Diversion and R. D. 100^4- diversion (Based on low flows at Navigation Control Point.) .7 Diversions between R. D. I08 gaging station and to above Sutter Mutual Water Company diversion Return flows between R. D. IO8 gaging station and S.M.W.C. Diversion (Based on low flows at Navigation Control Point.) Equals flow at Navigation Control Point (Based on low flows at Navigation Control Point.) -k3- Table 2.3 BASIS OF COMPUTATION FLOW AT REPRESENTATIVE SACRAMENTO RIVER STATIONS (continued) Reach No. Method of Computation Equals 7 Plus Return flows "between R. D- 108 gaging station and Feather River Minus Diversions between R. D. 108 gaging station and Feathe River (Based on low flows at Navigation Control Point) Equals 7 Plus Return flows between R. D. 108 gaging station and American River Plus Feather River at Oroville (Oroville Reservoir releases to Feather River - Future Conditions only) Plus Yuba River near Smartville Plus Bear River near Wheatland Minus Diversions between R. D. 108 gaging station and American River (Based on lowest total flow.) 10 Equals Plus Minus Folsom Reservoir releases to American River Diversions between American and Sacramento (Based on lowest total flow.) ■kk. • ON VJ3 Q Q Q O OOOO o 5 5 p OOOO ro ro CO t— O-H-ctnco ■p Pi 300 000 1*00 700 800 600 000 000 000 100 ^ 01 05 ir\ ITN vo NO U^ LA crN\£) ^- ON CO u% LTN ir* J- ro ro cn-^ o Q •• •• i 1 1 1 8 8 1 8888 ^ 100 800 100 900 200 1*00 000 600 000 000 «; ■* ^ •* •» "^ •» (visisat CO 00 00 CO vo vD ir\ir\^o o < •n •• •» •* •* •» •^■i •* ■• .s •! •. 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H K 1 (U o O fl B 01 fH M 0) Eh E a "^ fi O o Eh H O 900 800 1*00 1*00 900 000 000 000 500 000 1 > o 900 900 1*00 1*00 100 200 200 200 500 900 tJ th m K s o m ro l/N l/N -:!- l/N ITNt/NNO t— o ro no ^ _^ -d- -^ ^ j^t tr\ir\ o o •* •• '• •' 1 o NO ro 3 3 O H O t-S (J\ 1 -p o 006 ooi. ooi. 000 OOT 000 ooi. 003 ooi, 000 o •t •! "S "l •» •» .\*.»»»» o -« •! •* ^ •• •* .\-*»*^ -^ J- l/\ (/\ ITv irv irvLTNt^b- E -d- ro -^ ro ro ro roroNONO .. .. d .. .. d O 0) O 0) c -H rH ■H M o in -P U Jh -P to _* dJ op M il -p to J- 01 •c) o o d So d o +> V d d d o -P > m g o Q d Q ■H 3 tH H » +S O O £ O ■H H S 4^ a ID O o H M • ^ 8 O d t u ■ rA a updo > 3 -H h •p O h • H d u V a 9 o O d 1 !> 3 Ti U o d .H • 4J ca 0) .a O ct -H • +> n 0) il MO Q P5 a t< > M od I. vers! Teham nal D on to R er Mu Diver r Rlv ver Sloug d u s. HO f. 05 h o d o rH 0) OJ ^ d 4J t< -H 0) r-l o Ti 5> Eh do OJ o u )> m •H +> O-S 3-Hd -P ojr! >0 Id omo p >> .ao:+> 5* go •§ "g° ^ & 5«^ Pi T-t U o> d dua CO d ddo ^ o* o oIOJcQ CO d ddo +>« M>tH a, v S xi o +>Q a > U Siiuda o m m -Cot I. ning Colu . Di Dive n to Com n to F eric team S 5? ow -H o-rt o ot o son- nod. Com n ma-C . D. D. D sion ion ter rain in t Ame St si .a a T> u iQ odVi-H sen oo oud • -Hooiddoc mo oca-Q m-H+>J-iTH o u CI d d V >H> OdH VitodCldO-P (DC o-H,a • a u ■s ftp s. u ^ OdM timdOdo-P ojd o-H^ . a u ^ u -t^ e a THO PMflJdM > V dQ Ih T*o -pmoidM >0) a Q u to An n-Cott Creek Diver and T -Colus olusa sion OOl* Dl ny Div Mutual a Basi Basin River n Rive Keswick to An Anderson-Cott Creek Battle Creek Canal Diver Coming and T Glenn-Colus Glenn-Colusa Diversion R. D. lOOl* Di Company Div Sutter Mutual Colusa Basi Colusa Basin Feather River American Rive Keswick Anderso Creek Battle Canal Coming Glenn Glenn-C' Diver R. D. 1 Compa Sutter : Colus Colusa Feather America ^1 0) 0) t-O CVJ i/> -^ C3N Q QQro ONfi -* O NO ^ ON cONSro 01 V t-O CVI lA J- C3\ Q QQro 8?fJ ^ 8 ^ d ^ ^^'^ > r-l cy cvi CVJ cvi 1 > H II 1 1 1 1 t III ^i 8^ g 1 S 1 ^ -S« as 8^ & ^ ° 1 5 ^S« a i* a o H CVJ n- V J trv NO ^- CO CAQ d cJ rH CVJ ro J- ir> NO t- CD CJNQ -45- 12,000 10,000 (^ ® 1 — -- LOW IN CUBIC FEET PER SECOND CD b b o o o o I®. 1 _@ n® 1 1 1 © /■ — \ (o\ ® 1 L 1 ® r "" ^~~~l ^ 4,000 Z) 1 1 1 1— I-- .J i 2,000 1 1 1 1 1 River ^o Miles ^ o c in c Cd c O in o o o in c L BATTLE CREEK ° GLENN COLUSA T I.D. DIV. 3 R.D. 1004 DIV.- 3 S. M.W. C. DIV. — n FEATHER RIVER SACRAMENTO- STEAMBOAT SL- — ■■- 1 ni_oi_i>ji v.^vji'juiiivji'jo ui ui_vi_i_vjriviL.ii(i FUTURE CONDITIONS OF DEVELOPMENT (T) REACH OF SACRAMENTO RIVER (See Table 2.4) Figure 2.1. AVERAGE MINIMUM MEAN DAILY PlOWS FOR AUGUS -46- PART 3 WATER UTILIZATION .47- CHAPTER I. INTRODUCTION The dramatic feature of water supply and utilization in California is its geographic distribution. The major sources of water are located in the northern part of the State where the waters are generally wasted into the ocean. Central and southern regions, rich in productive land areas, lack sufficient water supplies. Over 70 percent of the stream flow in California occurs north of a line drawn through Sacramento. The streams of the Sacramento River Basin furnish about 32 percent of the total for the State. On the other hand, 77 percent of the present con- sumptive water requirement and 80 percent of the future ultimate require- ment is south of the same line. Beneficial water uses in the Sacramento Valley presently are municipal and industrial water supply, irrigation, power generation, rec- reation, fish and wildlife, navigation, and salinity control in the Sacramento-San Joaquin Delta. The discharge of wastes is intimately related to many of these beneficial uses. Related Investigations and Reports The following reports have been drawn upon in discussing water utilization: California State Department of Fish and Game. "Effects of Delta Water Facilities on Fish and Wildlife in the Sacramento-San Joaquin Delta." Office report. February 1961. California State Water Resources Board. "Water Utilization and Requirements of California." Bulletin No. 2. June 1955. California State Department of Water Resources, Division of Design and Construction. "Flood Flows and Stages in Sacramento and Northern San Joaquin Valleys, 19^k-^6." Bulletin No. I6. February 1957- .k9- California State Department of Water Resources, Division of Resources Planning. "The California Water Plan." Bulletin No. 3- May 1957- California State Department of Water Resources. "Dams Within Jurisdiction of the State of California." Bulletin No. 17 . January 1958. "Water for California." Second Annual Progress Report, 1957-58. California State Department of Water Resources, Division of Resources Planning. "Irrigation and Water Storage Districts in California for 1956-58." Bulletin No. 21. March i960. "Northeastern Counties Investigation." Bulletin No. 58. June i960. California State Department of Water Resources. "Delta Water Facilities." Bulletin No. 76. December i960. California State Department of Water Resources, Division of Resources Planning. "Surface Water Flow for 1959." Bulletin No. 23-59- May I96I. . "Surface Water Flow for I96O." Bulletin No. 23-60. September I96I. Parson, Brinkerhoff, Hall and MacDonald, Engineers. "Sacramento- Seui Joaquin Delta Master Plan for Recreation." Report to California State Department of Water Resources. December 1958. -50- CHAPTER II. LAND USE The Sacramento River Basin includes the northern 1+5 percent bf the Central Valley area and occupies 26,960 square miles between the Delta and the northeastern corner of the State. Sixty-four percent of the watershed area is classified as mountain or foothill lands. Twenty- two percent of the basin area is above 5>000 feet elevation. The valley floor covers an area of nearly ^,950 square miles, averages about 30 miles in width and I50 miles in length, and ranges in elevation from below sea level in the Delta area to 300 feet near the foothills (Plate l). Present Land Use Table 3«1 presents estimated present land use and water requiranents . The i960 population in northern Central Valley counties was 1,11+2, U20. About two- thirds of the population is located along the Sacra- mento River flood plain. The 143,000 acres of urban development represent an area increase since 1955 of I8 percent. Table 3*1 lists 1,900,300 acres being used as irrigated lands during I960. Seventy percent (1,320,500 acres) were in coxinties border- ing the Sacramento River. Probable Future (1990 ) Land Use Projected urban land requirements in 1990 are shown in Table 3«1« The estimated 1990 population is 3,092,1+00, ein increase of 171 percent. Of the total increase, almost I+5 percent is expected in Sacramento County. Urban areas are predicted to grow from 11+3,000 to 336,1+00 acres, an in- crease of 136 percent during the next 30 years. Land areas used for irrigated agriculture are estimated to expand from 1,900,300 to 2,71+7,1+00 acres by 1990, amounting to an increase of 1+5 percent. -51- CO H -§ Eh U a> ■p of S (^ Q\ • • CTn * H w -p at fl 1 ON • • * crt ert QC > •H !h fn • • • « • • • • >J +3 § H J- C~- en 00 -=!■ CViO-^CO-^OD UNCO f- CVJ on r- J- ON -4- ^ -4- (Tn 00 ^ -4- 00 ai j- CVJ .-1 H OJ -^ u^ ro CVJ C7\ OJ OJ j- CM C^ ON ir\ vo ro MD J- CO Lr\ H 00 OJ H 3 OJ OJ ON O ITN LTN ^ ON H f— no CO ON ' ^ ;:j ^ 01 OJ VO OJ OJ 00 H t— ON ^ O LfN OJ OJ 00 on OJ OJ 00 OJ OJ H 00 ONC— MD^O ITNOOO COOJCOCOOLrN-d-UA ON ON on ON Oonvooju^iTNono^t— onoooi/N CVJ vo o o on QQ CO on 00 ^ OH O rH H H CVJ O 00 LTN 05 on OCO u^i/NC^CVJcO H OJ onONonLTNirNCSco CT) ^ t^ rn ITN ITN O -* Q -d- on On 00 -d- O 3^ o o O MD ITN O LTN U^ C~- O ^ OJ LTN J- H H NO on c— -4- c^ -d- t^ ITN ai ^ ON on 0.1 on Ni) rH OJ on irv on OJ OJ OJ rH OJ H H H OJ c- t^ c^ ^ ^ ^ cvj^ cjncvj ONO-d-NOJ- c— oncvju^oir—cvj-^t cvj 000 00 ir\ UA o ON O O C3N LfN O H O ■9 ^ OJ LTN CVJ 1^ f- LTN r— iTN ^ on t— -* LTN IfN NO on on r— o NO CVJ -:t CO on NO H CVJ J- o CVJ o ■s 08 ^^ a d) 10 rt QJ -P pi Q 2 (0 ■P H « CQ rH 3 H H ^ Q pq W C3 )^ 0) > a u a aJ 3 rH H ■p a ?« V 01 » m +5 ^ •H G u U) ^ JA a) at the well was abandoned and an intake pipe was extended out into the main current of the Sacramento River. A hypochlorinator was installed in 1956. The Enterprise Public Utility District, serving another resi- dential area east of Redding, constructed an infiltration gallery near the east bank of the river in 1951 and provided chlorination in 195^* Red Bluff, approximately 50 river miles below Redding, has not used Sacramento River water for its domestic supply. The town obtains its water from a tributary of the Sacramento River and a well system. -53- In 1955 the State Department of Public HesuLth was asked by the city for an opinion as to the possibility of using the Sacramento River as a source of domestic water. In reply, it was pointed out that the sewage discharge from Redding entered the river upstream from Red Bluff and the water at Red Bluff, "should receive a reliable degree of treatment including at least coagulation, settling, rapid sand filtration, disinfection, and prob- ably pH adjustment." No further action has been taken by the city to use the river water. At Colusa, a private water company served the town with a mix- ture of well water and river water until I9IO. In that year a m\inicipal system was constructed, using wells as the source of supply. A river pumping plant was used to supplement the well supply for fire protection. Inasmuch as untreated Sacramento River would be pumped into the domestic water system in the event of a fire, a serious health hazard existed. Additional ground water supplies were developed and the river pumping station was abandoned in I916. lOiights Landing has always had individual well supplies for domestic purpose and has used river water for fire protection. The fire hoses are connected directly to a portable pump and there are no cross- connections with the domestic supplies. The City of Sacramento has been the major user of Sacramento River water for domestic purposes since I85O. In the early days, river water was diverted directly into the distribution system. A few years after the initial construction of the system, a destructive fire proved that the water supply facilities were not adequate, and in 185^, a new city-owned water system was placed in service. The rise in the typhoid rate at Sacramento showed the need for treatment of the diverted water, and in 1915^ the city provided chlorination at the intake. The excessive -5U- degree of bacterial contamination, particvilarly during low flor periods in the river, necessitated additional treatment and a rapid sand filtra- tion plant was completed in 192i+. The filtration plant was expanded through the years and in 19^^ wells were developed to supplement the surface water supply. Broderick, a commimity across the river from Sacramento, was supplied with untreated Sacramento River water in the esirly 1900's. Eventually, a chlorinator was installed at the intake but was often out of operation. In 1929 the water company developed a ground water source of supply and abandoned its river intake. The City of Vallejo had for many years considered the possibil- ity of install ing an intake on an arm of Cache Slough, a waterway branch- ing from the Sacramento River. In I926 the project was proposed but was later dropped. The city, together with large nearby military installa- tions, underwent a rapid population growth diiring and after World War II. A new major source of water was needed and in 1950 the city constructed a complete treatment plant and transmission main to serve Vallejo and the greater Vallejo area with Sacramento River water diverted at Cache Slough. Rio Vista, at the lower end of the river, had an intake for its domestic water supply in the early 1900's on the Sacramento River. In 1911 it was pointed out that l4 cases of typhoid in the city were prob- ably due to the use of this source of supply. Consequently the city installed pressure sand filters at its river pumping station. No prelimi- nary treatment was provided. Constant clogging of the filter material resulted in high maintenance costs which led to the plant being abandoned in 191^ when the city sank wells in the bank of the river for its water supply. -55- In addition to major diversions for domestic supply, there have been a number of individual labor camps located below Sacramento which, until 1930^ ^^A diverted river water for drinking purposes. The practice was discontinued when typhoid cases in the camps proved the water was unfit for human consumption without adequate treatment. In addition, many river boats which plied the river from Colusa to the Bay surea, and house boats which were berthed at and below Sacramento, often obtained domestic water directly from the river. The periods of time during which domestic water systems have diverted Sacramento River water are summarized in Table 3-2 Table 3-2 USE OF SACRAMENTO RIVER WATER BY DOMESTIC WATER SYSTEMS Water System Period of Use Redding Rockaway Enterprise Colusa Broderick Sacramento Vallejo Rio Vista 1896 - present 1955 - present 1951 - present 1900 (est) - 1910 1900 (est) - 1929 1850 - present 1950 - present 1890 (est) - 1916 Present Domestic Water Systems Five separate domestic water systems presently derive all or most of their water from the Sacramento River. The systems serving Sacramento, Redding, Enterprise, and Rockaway Subdivision have intakes -56- on the main stem of the river. That which serves the greater Vallejo area of Solano County takes water from Cache Slovigh, a waterway branch- ing from the main stem of the river. The total population that drinks Sacramento River water is about 273,000. Detailed information of these systems is presented below. An estimated additional 100,000 persons are served with water from the Sacramento-San Joaquin Delta by the Contra Costa County Water District of the California Water Service Company and the City of Antioch. This water receives complete treatment. City of Redding Municipal Water System The City of Redding derives all its domestic water from the Sacramento River throvigh an intake near the western bank above the town. The water is pvmiped to a treatment plant on the hills north of town where chlorination and settling is provided. Alum and lime feeders and floccu- lation equipment have been recently installed and may be used to aid tur- bidity removal during the winter periods of high turbidity. Redding System ! I96O Estimated population served 12,500 Average total daily pimrpage (gallons) 3^739^000 Maximum total daily pumpage (gallons) 9,270^000 Average gallons per capita per day 299 Rockaway Water Company The water company has an intake pipe extending out into the Sacramento River from a pumping station located on the bank. Water is pumped to a pressure tajik and chlorinated. -57- Rockaway System , i960 Estimated population served 84 Average daily total pumpage (gallons) 7j500 Maximum daily pumpage (gallons) 15,000 Average gallons per capita per day 90 Enterprise F^gblic Utility District Water System Entearprise is a residential community located across the Sacramento River from Redding. During its early growth the residences were served by private wells. In 1951 the Public Utility District installed an in- filtration gallery on a gravel bar at the east side of the Sacramento River at river mile 2'^k, immediately north of the Highway kh Bridge. During flood flows the gallery has been inundated; however, it is normally 50 feet from the river flow. In 1951, chlorination facilities were in- stalled at the pumping plant at the gallery and in 1958 and 1959, two wells were added to the system to supplement the surface water supply. Enterprise System . i960 Estimated population served 4,700 Total yearly production (gallons) 5^,000,000 Average dail^ summer production (gallons) 250,000 Average daily winter production (gallons) 37,500 The City of Sacramento Municipal Water System The City of Sacramento presently derives 80 to 85 percent of its domestic water from the Sacramento River'. River water enters an intake structure 1,000 feet downstream from the confluence of the American and Sacramento Rivers and is pumped to a 6k MGD rapid-sand filtration plant. Water entering the treatment plant is a mixture of American and Sacramento River waters. Treatment consists of prechlorination, grit removal. .58- flocctilation and sedimentation followed by filtration and postchlorina- tion. After treatment, the water is pxunped to a single large service area that includes virtually the entire area within the city limits. The surface water supply is supplemented by ground water from approximately 55 deep wells that supply water to other service areas in the southern end of the city. Because of higher iron, manganese and hardness content of ground water in the area, surface water is the preferred source of supply. In 1955> a Ranney Water Collector was constructed beside the river levee at the western edge of the city. The collector proved capa- ble of providing Ik MGD; however, the water had high iron and manganese concentrations which made it unsuitable for domestic use without treatment. Sacramento System '. 1959 j i960 Estimated population served 139,600 139,UOO Total water pumped (gallons) 14,1+3^,000,000 13,785,000,000 Average total daily pumpage (gallons) 39,500,000 37,660,000 Maximum total daily pumpage (gallons) 69,900,000 71,000,000 Minimum total daiO^ pumpage (gallons) 20,800,000 14,400,000 Average gallons per capita per day* 283 259 * Reduction in per capita consumption obtained by public relations program. City of Vail e jo Water System The City of Vallejo Water System serves approximately 120,000 persons throughout the central and western portion of Solano County. Approximately 74 percent of the water delivered to this population is derived from Cache Slovigh, a waterway branching from the Sacramento River. This source of supply was developed in 1954 because of the increasing water needs of the City of Vallejo and adjacent areas. The raw water is chlorinated at the Cache Slough pimping sta- tion for slime control. The water is then treated for domestic use. One -59- treatment plant with a 3 NGD capacity serves Travis Air Force Base. The major portion of the Cache Slough water is stored at Cordelia Reservoir, which has a capacity of 15,000,000 gallons, prior to treatment at the Ik MOD Fleming Hill Treatment Plant. Cache Slough water is also trans- mitted to the City of Fairfield water treatment plant. The treatment plants provide prechlorination, flocc\iLation and sedimentation followed by rapid sand filtration, fluoridation, pH adjustment and postchlorination. Vallejo System ! I96O-61 Estimated population served 115,000 Total water pumped (gallons) ^,3^3,938,000 Average total daily pumpage (gallons) 11,900,000 Maximum monthly average (gallons/day) 17,28^+, 000 Minimum monthly average (gallons/day) 7,l+-27,000 Future Domestic Water Requirements The extent to which the estimated I990 urban water requirements, presented in Table 3.I, will be met by Sacramento River water depend upon both the firm supply and the quality from alternate sources . In the Redding area, users of Sacramento River water contend with high tiorbidities and "sLggressive" water. In order to obtain a source of supply that is less subject to seasonal change. Trinity River water may be used. Water is to be diverted at Trinity Dam through a tunnel discharging into Spring Creek and thence into the Sacramento River about ten miles above Redding. This water could constitute a major supply for the Redding area. Although the City of Red Bluff does not use Sacramento River water at the present time, the cost of producing ground water to meet future needs of the city may cause the city to revert to the Sacramento River as a source of supply. The feasibility of providing the required -60- water treatment woxjld depend upon the cost of developing additional gro\ind water supplies. At the City of Sacramento, the water needs of the city have rapidly approached the present capacity of the treatment works. Exten- sive plans have been made by the city to meet future needs. These plans include expaxision of the existing treatment facilities on the Sacramento River from a present capacity of 6k KGD to a capacity of 122 MGD by 1975* In addition, a 6o NED treatment plant which will divert water from the American River approximately T»5 miles above the mouth is scheduled for completion by I963. The ultimate capacity of the American River plant will be 330 million gallons per day. The city's Ranney Collector which is at the south end of the city and which extends out \ander the Sacramento River has not been used because of high concentrations of iron and manganese. These constituents are not present in such quantities in the river water and their presence indicates that the water gathered in the collector is predominantly ground water. Treatment facilities for removal of the iron and manganese are scheduled for completion late in I962 and this supply will serve a por- tion of the southern end of the city. The existing wells may be put on a standby basis for emergency use only. In the future the major use of Sacramento River water for domes- tic water purposes will resxilt from implementation of The California Water Plan. Numerous comm\inities will use Sacramento River water which has been diverted through aqueducts to the coastal, central, and southern portions of the State. Contract\xal agreements with the various water agencies which will receive water from the State water facilities provide for a high degree of purity which can be maintained only by a water qxoality management program which considers all beneficial \ises, sources of degra- dation and concomiteuit requirements for disposal of wastes. -61- CHAPTER IV. IRRIGATION WATER SUPPLY Irrigated agriculture presently constitutes the greatest demgind upon the total developed water supply in the Sacramento Valley. The growth of irrigated agriculture, however, has been slow since the area normally is suitable for the production of dry-farmed crops. A drought in I863 and lB6h resulted in some consideration of irrigation, but it was not until after I9OO that irrigation became significant. The California Water Plan was conceived in the 1920 's. Part of this plan was realized by the construction of Shasta Dam, which is a part of the Central Valley Project. The primary objective of the project is to supply irrigation water to deficient areas in the Sacramento and San Joaquin Valleys. Diiring the period 1950-59^ the average annual diversion from the Sacramento River between Redding and Sacramento was 1,922,000 acre- feet which was applied to a total of 290,itO0 acres in the basin. A much smaller amount was diverted below Sacramento for use in the Delta. Present Supply Present monthly irrigation water demands within a 12-month period generally vary from zero during winter rainy months to more than 15 per- cent of the seasonal total dxiring a dry summer month. Irrigation water requirements (Table 3«l) have been estimated by determining the irrigation efficiency of service areas of the Sacramento River Basin. Irrigation efficiency is determined from the ratio of con- sumptive use of applied irrigation water to the gross amount of irrigation water delivered to the service areas. In developing water requirements, consideration was given to soil conditions, position in relation to sources of water supply, consumptive use of water, and irrigation efficiency. -63- Table 3-3 lists major facilities that divert Sacramento River water for irrigation. The greatest diversions are made from June through August . Table 3.3 MAJOR DIVERSIONS FROM THE SACRAMENTO RIVER, I96O River Mile Total : Maximum Diversion, : Monthly acre-feet :Diversion, cfs 297 'TR Anderson-Cottonwood Irrigation District 205 -IR Glenn-Colusa Irrigation District 205 .OR Jacinto Irrigation District 17^. IR Princeton-Codora -Glenn Irrigation District 118. 9L Sutter Mutual Water Company 118. 3R Reclamation District No. IO8 99. OR Reclamation District No. 20i+7 71. 2R Woodland Farmis, Incorporated 27. 3L Delta-Mendota Canal 17^^,700 395 768,100 2,320 85,600 175 65,600 150 213,100 760 95,100 350 61^,1+00 220 65,200 260 1,389,200 3,925 Probable Future Demajids Estimated irrigation water demands for the period I96O and 1990 are presented in Table 3-l« By 1990, estimated irrigation requirements of the Sacrsmento Basin will exceed the I960 requirements by 36 percent. Requirements of Butte, Colusa, Glenn, Solano, and Yolo Counties will con- stitute over one-half of the estimated increase. In addition, water flowing in the Sacramento River will ulti- mately be utilized, under The California Water Plan, by the diversion of flow through the California Aqueduct to users in the San Joaquin Valley -6k- and other sections of southern California. The Delta Division of the California Aqueduct System will provide for transfer of water across the Sacramento-San Joaquin Delta from northern areas of water siirplus to cen- tral and southern areas of deficiency. After allowing for ultimate re- quirements in upstream areas and on the Sacramento Valley floor, about 8,700,000 acre feet per year will be available to serve present and future local and export requirements at the Delta. Rice Field Study Ideal weather, soil conditions, topography and an abundant water supply combine to make the Sacramento Valley one of the major rice grow- ing areas in the United States. About k^ percent of land irrigated by Sacramento River is devoted to the rice which requires between six and seven acre-feet per year per acre. Since most of the water drained from rice fields eventually discharges into the river, a special study was made of a specific rice field to determine changes in quality from the point of supply to the drain. Although the data are specific to the one field, they are considered reasonably representative of the degradation that occurs in most rice fields. The actual effects of irrigation drain- age on the quality of the Sacramento River are discussed in Appendix B. Rice Farming and Irrigation Practice Rice fields are prepared for seeding in late April and early May. The land is plowed and harrowed, new levees are constructed and irrigation boxes are installed. Common practices provide, immediately before seeding, flooding of the land to a depth of 6 to 9 inches. The rice seed is then broadcast onto the flooded areas by low-flying planes. A continuous supply of water is needed to compensate for evaporation, percolation and to maintain movement of water thro\jgh the field. The -65- water may take from several days to several weeks to pass from inlet to outlet. An initial high water level is necessary to control weed growths. After the first few weeks of operation the water level can be lowered a few Inches. After the growing period, the flooded fields are quickly drained and allowed to dry for several weeks so that harvesting equipment can be moved onto the field. In order to expedite drainage of the field, holes are opened in the levees by dynamiting. Rice Field Acreage A total of 128,100 acres of rice fields from Sacramento to Red Bluff were irrigated with Sacramento River water during 1959 • There is no rice acreage above Red Bluff. Table 3«^ shows the distribution of rice acreage for 1959 by river reach: Table 3.^ RICE FIELD ACREAGES, 1959 Reach Length of Reach in River Miles Area of Rice Fields in Acres Sacramento- Verona Verona- Knights Landing Knights Landing-Wilkins Slough Wilkins Slough- Colusa Colusa- Butte City Butte City-Red Bluff TOTAL 20 8,820 Ik 7,790 29 12,240 26 30,810 26 12,7^0 83 55,700 198 128,100 Possible Soirrces of Degradation Water used for irrigation may be degraded by animals and birds, fertilizers, weedicides and insecticides, concentrations of salts by evapo- ration and transpiration, and minerals leached from the soil. -66- Animals and Birds . Sheep are commonly used to control grass and weed growth on the narrow levees within the rice fields . Usually about five sheep are used per mile of levee. The sheep remain on the levee so that droppings, for the most part, also remain on the levee. Wildlife in the fields include waterfowl, blackbirds, and pheasajits. Waterfowl are attracted to the fields during the irrigation periods. Fertilizers . Most rice fields in the Sacramento Valley require supplemental nitrogen and, to a lesser extent, phosphorous. The nitrogen content in the soil is improved by rotation of rice with a cover crop such as vetch, every one, two, or three years. Chemical fertilizers may be needed to supplement the nitrogen supply or used as the sole source. Nitrogen and phosphate fertilizers are lisually added to the soil within one week before water is turned onto the fields. Supplementary nitrogen fertilization may be made within hO to 60 days after planting if the early application was inadequate. Weedicides . Two popular types of weedicides used on rice fields axe 2,^4— D and MCPA. These chemicsils are sprayed on the field from air- planes, usually 55 to 65 days after planting, at rates normally ranging from 12 to I6 ounces per acre. Insecticides . Insecticides are used only on a small percent- age of the rice fields in Sacramento Valley. Use of insecticides is re- lated to air temperature; several days below 50*F during the growing season may necessitate their use to control the leaf miner. Two of the most common insecticides are Dieldrin applied at a rate of about fovir ounces per acre and technical DDT applied at rates of 1-1/2 to 2 pounds per acre. These insecticides eire generally sprayed from airplanes. .67- Great numbers of mosq.uitoes may be fotmd in rice fields, espe- cially when growing plants are in the water. DDT is one of the most common chemicBLLs used for controlling mosquitoes . Concentration of Salts Due to Evaporation and Transpiration . Drainage from the rice field will be more mineralized than the applied water due to loss of water from evaporation and transpiration with result- ing increases in salt concentrations in the remaining water. Minerals Leached from the Soil . Water moving through the soil will become increasingly mineralized by dissolving salts from the soil. Sopwith Rice Field The James R. Sopwith rice field occupies 55 acres about ten miles north of Sacramento as shown on Figure 3'1« The soil is Alamo adobe clay, a very fine textiored, dark gray clay with adobe structixre. At depths of 28 to 36 inches, an iron and silica cemented hardpan occurs. Cultivation of the field was completed April 13, I96O. On April 15, dry fertilizer. Shell Ammonium SxJJ'ate (21-0-0), with 21 per- cent ammonia nitrogen and 2U percent combined sulfur was applied at a rate of 150 to 200 pounds per acre. Water was turned onto the field April 19, and kept high for 21 days to kill the weeds, after which the water level was lowered to allow the rice to grow. "Colusa" rice was sown onto the field by airplane on April 21. As the rice grew, the water depth was increased to about six or eight inches. Prior to planting, the rice was soaked in water. During the first week of June, about 15 sheep were let onto the levees to keep the grass short. On June 22, the weedi- cide, "MPCA", applied at a rate of 12 ounces per acre, was sprayed onto the field by aiiplane. Water supply to the field, was discontinued -68- -69- September 2. Four days later, the levees were dynamited at selected points throughout the field to facilitate complete drainage. Water Q-uality Changes Daily samples were collected and analyzed to determine changes in specific conductance, temperature, dissolved oxygen, mineral constitu- ents, and bacteriological quality during the rice growing period. Analyti- cal results are listed in Table 3-5 through 3«8 and summarized in Figure 3 '2. The consumptive use of water by the rice is clearly indicated by the difference between supply and drain flows shown on Figure 3'2A. Nine and four tenths acre-feet per acre were applied, 5-3 were discharged. Assuming that the amount of water infiltrating through the hardpan was negligible, the balance of i+.l acre-feet was lost to evaporation and transpiration . Figure 3 -26 shows specific conductance of supply and drainage waters. The higher values for the drain indicated the increase in dissolved minerals as the water passed through the field. Con^arison with Figure 3-2A shows that conductance of the supply was inversely proportional to the flow up to about June 15. After that time the conductance increased slowly throughout the remainder of the season while the supply flows eQ.so increased. Conductance of the supply increased from about 1^+0 to 300 micromhos during the season; corresponding concentrations of total dissolved solids (Table 3-5) were 82 and 200 ppm, respectively. Conductance of drainage waters showed less relationship with flow and was generally about 50 micromhos higher than that of the supply which was a calcium-magnesium bicarbonate water with about 28 percent sodiiom. 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SO t— CO 1 -74- TiBLE 37 SACRAMENTO RIVER WATER POLLUTION SURVEY RESULTS OF ANALYSES DAILY SAMPLING PROGRAM RICE FIELD STUDY-DRAIN WATERS 1960-1961 Dttte Collected &/6.i^/6o a/ii-2i/& 3/2lt-25.8/?J-9/ 1/60 9/1.-6/60 9/7-9/60 Mean DiBcbarge, cfs pH , 7.8 1 1 1 1 8.3 1 1 EC X lO'' at 25"C 11.5 3tO 352 31.2 390 Constituents In mg/1 me/1 (ppm) (epm) og/1 me/1 (ppm) (epm) ms/l me/l (ppm) (epm) mg/1 me/1 (ppm) (epm) me/l me/1 (ppm) (epm) mg/l me/1 (ppm) (epm) Total Dissolved Solids Sum 202 225 Silica (SIO2) 16 15 Cations Calcium Ca 21 1.15 21. ^.20 MaRneslum MR ^ l.M 19 5:.5f; Sodium Na 2A 1.22 37 L.^1 29 1.26 27 1.17 32 1.39 Potassium (K) 1.0 0.02 2.1 D.05 Total Cations 3.82 ii.20 Anions Carbonate CO^) 5.00 0.00 Bicarbonate HCO^) 183 3-00 197 3.23 Sulfate SOU) ll.l. 3.09 10 3.21 ■ Chloride CI) 20 D.56 21 ).59 22 o.is 22 3.62 25 3.70 Fluoride F) 0.2 3.01 0.2 3.01 Nitrate m-i) 1.0 0.02 0.9 3.01 Total Anions 3.68 I..I6 Boron (B) 0.15 0.15 0.13 0.11 0.13 Total Hardness (As CaCO-^) 129 138 NC Hardness Percent Sodium 32 33 Specific Time Temp. PST cfs •f ance Aug. 5 Hot sampled Aug. 6 0820 0.75 69 338 7 0800 0.70 75 3U. 8 0730 0.60 68 339 9 0630 0.60 71. 31.5 10 0900 0.60 71 31.9 11 0700 0.70 68 350 12 0800 0.85 70 351 13 0835 1.00 71. 31.8 Au«. 11. 0500 1.00 65 355 Ik 0905 1.00 70 3M 15 0.90 -. — 16 0800 0.90 70 31.5 17 0815 1.00 69 31.7 18 081* I.ID 70 350 19 08W 1.10 70 31.9 20 07 uo 1.10 69 350 21 1.15 — — 22 0800 I.ID 65 350 23 0630 I.ID 61. 31.8 • Meaj n dally T Low. Date Time Temp. Conduct- POT cfs ance Aufi 21. 081*5 1.15 65 3W1 25 0910 1.15 61. 31.2 26 Not sampled 27 Hot sampled 28 Not lampled 29 0905 1.05 62 339 30 0830 0.85 61. 351 31 0700 0.90 63 31.5 Sept 1 0700 1.05 61. 331 2 0700 1.10 61. 31.1 3 0730 1-75 65 338 Jept 1. 0800 a. 30 68 331. 5 0830 2.15 60 330 6 0730 1.80 62 331 Jept 7 0800 1.00 62 350 8 0830 o.to 63 379 9 0800 0.20 67 1.15 -75- >- X o o llJ > _1 o llJ > a. 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UOOOPuCUCOIAI □ . o _ V 60 O 60 O t< 3 Tl -H e: u • 0) 4> l§ o o 60 T) 5i: ^ c o •d -H a> -p p d 10 o •H -H H «-( 15 -77- Figure 3.2C shows the daily quantities of salts entering and leaving the rice field during the growing season estimated from data in Tables 3.5, 3.6, and 3.7. The total amounts of salts applied to and drain- ing from the field were 97 and 68 tons, respectively. Some of the dif- ference of 29 tons was harvested, but most of it remained on the field. Undoubtedly, much of the remaining salts was removed by lateral movement to the drainage ditch, losses from the No. 2 supply ditch, deep percola- tion, and flushing by the following winter rains. Additional data are required to determine the relative importance of these factors. Daytime water temperatures in the supply and drain (Tables 3 '6 and 3.7) were similar, and exceeded the apparently critical value of 65"? from the end of May to the middle of September. Biological and Bacteriological Aspects Figures 3. 2D, E, and F show diurnal variations of temperature and dissolved oxygen. Photo synthetic activity and respiration (see Chapter V, Appendix B)were high in the field, although it is not possi- ble to separate the effects of the rice from those of plankton. The large variations of temperature, as compared to variations in streams, reflect the efficiency of solar heating in shallow water. The bacteriological quality of the supply and drain waters were similar (Table 3'8)' A limited study of total coliform and fecal coli- form concentrations is summarized on Figure 3'3' The significance of bacteriological observations is discussed in Chapter V, Appendix C. Table 3-9 indicates that plankton found in the rice field differ significantly from those in the Sacramento River (Chapter VI, Appendix C) . Filamentous green and blue-green algae dominated whereas, in the river, diatoms were the most important. -78- o -n o ~ < \ \ \ \ \ '^ < \ ; \ 1 1 <' 1 } J ( / /-' y I r /' \ \ ^^ \ \ \ > \ ) \ \ 1 \ \ \ 5 / \ \ \ \ > \ \ \ 2 \ 1 \ \ \ \ \ \ OJ < \ / f / ^ .J J y /• / r i \ N \ \ \ \ \ / / \ \ >■ \| \ N, \ \ \ \ UJ o < X o < o (r NOmiH a3<) SiUVO ■N30AXO 03AT0SSI0 O OOoOOOOOO oo ooOq oo NQilVdniVS lN33a3d •N30AX0 03AnOSSiO - - ^. _ -==-- !I -~y ^ . , , / ' '^"^ > \. > - ^ : - r ■c-- ^-r c" ■ X 1 ■ >c S> J -■ ^ } - . ^ 5 • v^ — — -^ < ■ ■ ^--- 1 \ c; ■ > ^^^ ^ • ^ ~ ■- >. "X <<" _== . ^ ^^-^ ■ -=^ =:il' • ■ —H-^ Q. a ^ Z ^ ^ o 1^ X E a _^ ^ 1 s o o 3 ^ ^ •" > L_ ^ o 1 ^ o s <- \ (E M ^ i ^ ^ S R ' ^^ «u \ ' -p' I o ^ K <^ i^ ? ) "^s IV c __^ o z 3 ^ . err > ^ ~--^ 9 - ^ - — — "^ ^ - „ -—, b=— s 3 c ■A ^ o . X- < ^^ ■;:=*- f ^'■v • " >i "n >- Q Q _l LlI UJ o ro S J D 'M013 NV3n A1IV0 D.S2 1» SOM«OMDI« '33N»iaf>0NO3 3'il03dS A»0 H3d SOnnOd Nl SlIVS ITiO; -79- Supply 3500/ IT r- 0- CM CM s 3 1 f^ CN CO s ?M lo g O - S •0 z 2 UJ * i di v> UJ < a: u O o ID CO s T 3 10 Z c « O 2 o- _ — o> < o UJ 3: a: o UJ ro -87- Table 3-10 BOATING FROM ANDERSON TO BUTTE CITY, I956-I960 • • • • Octobe r 1956 : • September I96O Number of Resorts 22 + 1 county park 21 + U county park Rental Boats Ik^ 91 Private Boats (moored) 1^85 16k Private Boats (launched) 150 3Qk Persons Fishing From Boat Persons Pleasure Boating s) ) ) 1,075 1,^92 U07 -88- CHAPTER VII. FISH AND WILDLIFE Sacramento River water provides for lajrge numbers of migratory and resident fish and wildlife. The anadromous fish of the river and the migratory waterfowl of the Pacific F].yway are of major economic impor- tance to all the States of the Pacific Coast. These renewable resources are dependent upon both the quantity and quality of the water which are provided by natural and regulated flows and by requirements for and moni- toring of waste discharges into the river. An important commercisLL fishery depends on the king salmon of the Sacramento River. This is an aJiEidromous species which is hatched in upstream reaches, spends a month or two growing in the river, attains adulthood in about fo\ir years in the ocean, and returns to the river to spawn and die. The estimated contribution of the Sacramento and Sajn Joaquin Basins to the California king salmon fishery from 19^8 to 1959 was 5,800,000 pounds retailing at approximately $3>6O0,OOO annually. Moreover, king salmon from these basins contribute an appreciable but \mknown amount to the Oregon and Washington commercial fisheries. The total value of the sport fisheries for species that are dependent upon Sacramento River water is not measiireable at this time. Both economic and aesthetic benefits are attributable to these fisheries. Dollar values cannot be applied to aesthetic benefits, although it is recognized that such benefits are highly valiiable to the people of the State . An indication of the economic value of the sport fisheries is given by gross annual expenditures by anglers pursuing their sport. The Ceilifomia Department of Fish and Game estimated that anglers spent about $26,000,000 in 1953 fishing for king salmon, steelhead, and striped bass -89- in the Sacramento and San Joaquin Basins. Undetermined expenditures were made in connection with fishing for American shad, white catfish, channel catfish, black bass, and panfish. Current expenditures are not known, but they are certainly greater thaji the 1953 amounts. Many thousands of acres, both riparisin and agricultural lands in the Sacramento Valley provide habitat for wildlife. For example, Colusa, Sutter, and Butte Basins, provide wintering areas for five to eight million waterfowl that frequent the Pacific Flyway, a migration path which extends along the western part of North America and funnels throvigh the Central Valley of California. These lands also provide considerable habitat for pheasants. Sacramento River water is essential to the maintenance of the above fish and wildlife populations and reservoir releases have been estab- lished for this purpose. Minimum fish releases from Shasta Dam provide from 2,300 to 3^900 cfs, depending on the season, during normal years and from 2,000 to 2,800 cfs during critical years. Minimum releases from Folsom Dam assure 5OO cfs in the American River during the spawning season and 250 cfs throughout the rest of the year. Other diversions of Sacramento River water through the Delta-Mendota Canal are made in the fall for wild- fowl habitat in the San Joaquin Valley grasslands. -90- CHAPTER VIII. NAVIGATION The Sacramento River channel is maintained at minimum depths of 10 feet from the Delta to the City of Sacramento and six feet between Sacramento and Colusa. These depths are provided by maintaining a mini- mum stream flow of 5^000 cfs at the navigation control point near Wilkins Slough. An estimated 5> 550,000 tons of commercial products, consisting primarily of petroleum products with a lesser, though significant, quan- tity of farm produce, were shipped through the Sacramento River's naviga- tion system in i960. There is also a large amount of militajry shipping. Under future conditions, the minimum flow at the navigation control point will be ^+,000 cfs with an allowable depletion of 1,000 cfs downstream from the control point d\iring the irrigation season. By 1990, commercial shipping in the Sacramento River area is expected to be about two ajid one-half times that of I96O. Estimated tonnage of commercial shipping for the period i960 to 1990 is tabulated below. Military shipments are not included. Petrolevim wiUL remain the principal commodity to be shipped. -SACRAMENTO RIVER COMMERCE Millions of Tons of Products Year i960 5.55 1970 7.78 1980 10.7^ 1990 14.63 .91- Presently under construction and anticipated to increase river commerce projections, is the Sacramento Deep Water Channel and terminal facilities at Sacramento. The channel, some 30 miles in length, will connect Cache Slough with a turning basin in West Sacramento. At low tide the ship channel will be 30 feet deep, with a 200 feet bottom width. -92- CHAPTER IX. WASTE DISPOSAL A major use of the Sacranento rtiver is for the disposal of wastes. The history and public health benefits of water-borne waste collection and treatment works are well known. Local physiographic land-use and economic considerations have resulted in ultimate disposal of these wastes to water courses. The effects of waste disposal on the Sacramento River are discussed in Appendix B, Pertinent data on individual waste collection, treatment, and disposal works are presented on the following pages. Domestic and Municipal Wastes In the early 1900 's niimerous communities discharged raw sewage or septic tank effluent into the Sacranento River, For the most part, the communities and their waste discharges were small, and dilution and self -purification characteristics of the river were thought to be adequate in most areas to pievent adverse water quality conditions. The reach of the river below the City of Sacramento was one area where it was evident even in these early times that dilution alone could not cope with the amount of raw sewage entering the river. As a result of cases of typhoid fever caused by the ingestion of untreated river water in this area, warn- ing signs were posted along the river in 191$ declaring that untreated river water was unfit for swimming, vegetable washing and domestic purposes. The increased use of the river for irrigation, recreation, and domestic water eventually resulted in a need for sewage treatment facili- ties for the sewage discharges in all sections of the river. Although planning and construction of treatment facilities were retarded by tne wartime restrictions of World War II, primary sewage treatment facilities were constructed at all the major sewage discharges to the river within -93- Redding SEWAGE 1890-1930 Table 3.11 DISCHARGES TO THE SACRAMENTO RIVER Anderson Red Bluff Coming West Sacramento Sacramento Sacramento ( Meadow- view plant serv- ing south area) Americsui Crystal Sugar Company Hood Walnut Grove Isle ton Rio Vista 1930- 19^^- 1930- 1958- Alternately land disposal to a sewage farm and direct discharge to river. 19'+8 Raw sewage discharge to river. Primary treatment. Effluent discharged to river. •19'<-9 Individual septic tajik systems with occasional overflow to river. ■1958 Primary treatment (Imhoff Tank). Ponds added about 1950. Occasional bypass to river. Additional ponds constructed. No discharge to river. 1898-19^0 Three raw sewage discharge to river. 19^0-1952 One raw sewage discharge south of town. 1952- Primary treatment. Effluent discharged to river. 1907-1940 Community septic tank. Effluent discharged to drainage ditch. 1940-1949 Septic tank effluent discharged to river. 1949- Primary treatment. Effluent discharged to river in winter and to land in summer. I93O-I954 Raw sewage discharged to river. 1954- Primary treatment. Effluent discharged to river. 1850-1954 Raw sewage collected in sumps and pumped to river. 1954- Primary treatment. Effluent discharged to river. 1958- Primary treatment. Effluent discharged to river. I935-I959 Domestic wastes discharged to river after one day ponding with industrial wastes. 1959- Secondary treatment of domestic sewage. Efflu- ent to river after ponding. 1900-1940 Individual septic tanks. Effluent to drains occasionally reaching river. I94O- Individual underground disposal systems. No discharges. 1930- Septic tank systems. Several systems discharge effluent to river. A town hotel discharges raw sewage directly to river. I906-I956 Sewage and csinnery wastes discharged via ditches to Georgianna Slough. 1956- Primary sewage treatment. Effluent to river. 1912-1914 Two raw sewage discharges to river. 1954- Primary treatment. Effluent discharged to river. -94- the following decade. The history of sewage discharges to the Sacramento River is summarised in Table 3»11. Present Discharges to Sacramento Ri-'/'er Quantities of sewage treatment plant effluents discharged directly to the river in i960 are listed in ■'■able 3«12 and locations of the discharges are shovm on Plate 1. Discharges from other sewage treatment plants in the Sacramento area reach the river indirectly by means of drains and tributaries. The sanitary aspects of the wastes are discussed below and the mineral cnaracteri sties are presented in Appendix B, Table 3.12 SEWAGE TREATI-ENT PLANT DISCHARGES TO SACRAMENTO RIVER i960 Communities : Treatment F : Date of : Construction acilities : Type of : Treatment : Design : Flow : (MGD) : Average : Flow : (MGD) Redding 19U8 Primary 3.75 2.1 Red Bluff 1952 Primary- 0.9 1.1 Corning 19U9 Primary-* O.U 0.2 West Sacramento 195U Primary 5.0 2.0 Sacramento (main plant) 195U Primary 5U U9.U Sacranento (Meadowview plant) 1958 Primary 2.75 0.2 Isleton 1956 Primary 0.65 0.1 Rio Vista 195U Primary 0.72 0.2 * Land disposcil in summer. ■95- en H i Eh H W I o o B H CO (in o i CO J 1 ? ■p u • c; 0) H 1-1 5i XJ O^ 3 H S"^ t:! iJ -p •p -H--^ c 0) H r- C3 O E - H i-H f- O CO H rH -4- o O CM J- CM s CO H pH H CVJ H CM r-l O rH o O o O O O o ON o J- ON S VO CO o o rH Si On o CO S o CO o CM H CO LTN CO O LA C3N CM LTN -J- H VD o\ VO VO rH CJN CM O CM CM on 00 -:J- on LTN CO OD on LTN CO LfN VO VO en VO -d- I^ on CT\ m O l/N ^ on J- VD 1^- CM S^ J- ^ LTN o CO t— r- on H o H H o O o rH On On NO ITN on J- o o H -d- VO CM O r-< CO CO CO -4- 3 00 00 9 O IfN H VO o H on CO CM -:t rH rH rH VO o -4- rH -d- on CTN ON VO rH ? CM O s • o • J3 H •H >> 0) •-J -96- Monthly composite samples of sewage effluent were collected at the Redding, Red Bluff, West Sacramento, and Sacramento sewage streatment plants during the Sacramento River survey, A complete presentation of all analyses performed on the monthly samples is included in the basic data sheets. The results of the sanitary analyses are summarized in Table 3.13. In addition, samples were collected at sewage treatment plant discharged during intensive four-day sampling periods; results of these ainalyses are discussed in Appendixes B and C, Detailed information regarding the eight community sewage dis- charges to the Sacramento River, the treatment works and the discharge requirements adopted by the Central Valley Regional Water Pollution Con- trol Board (No. 5) is presented in the following pages. Redding Sewage Treatment Plant Location of Discharge: Sacramento River at mile 293«8, right bank. Type of Treatment: Primary Flow Diagram: Sedimentation Grit removal ^> To river Four pumping stations in system Estimated Connected Population: 12,500 Present Flow (monthly average in MOD): Sludge and scum to thickener and digestion I960 1961 Jan. 3.2 May 1.6 Sept. 1.5 Jan. 1.8 Feb. 2.5 June 1.9 Oct. 1.2 Feb. 3.U Mar, 2.U July 1.9 Nov. l.U Mar. 2.6 April 1.5 Aug. 1.7 Dec. 2.8 April 2.0 Design Flow: 3.75 MOD, Designed for 25,000 population at 100 gcd and 50 gcd infiltration. -97- Influent Effluent 155 1U6 5.U 1.5 127 70 5U 39 Type of Wastes: Domestic Sewage from Redding and Enterprise. Small amount of waste water from two dairies. Chlorination Practice: None Remarks: Solids removed in the grit chamber are pumped to the river. There is a large amount of infiltration in the collection system during the winter months. Sanitary Analyses: 5-Day BOD (ppm) Settleable Solids (ml/L) Suspended Solids (ppm) Ether Solubles (ppm) Results are an average of three 10-hour composite sanples collected in November I960, January 1961, and March I961. Coliform Bacteria in Effluent (geometric mean), MPN/lOO ml: June i960 - 38,200,000: October I96O - 39,000,000 Water Pollution Control Board Requirements Resolution No, 57-5, January 10, 1957: 1. Discharge shall be adequately disinfected or its equivalent, 2. Discharge shall not contain more than 0.5 ml/liter of settleable solids, 3. Discharge shall not contain more than l5 ppm of ether soluble materials, h. Discharge shall not provide visible grease or recognizable sewage solids in the river, 5. Discharge shall be sufficiently well oxidized to prevent unsightli- ness due to fungus growths in the Sacranento River, 6, Neither the treatment plant nor its discharge shall cause a nuisance by reason of odors or unsightliness. The normal waste flow from the City of Redding is nearly all domestic sewage; the only industrial waste is from two small dairies. During storm periods in the winter, instantsmeous peak flows of 8 MOD have arrived at the plant. In the dry season there is little fluctuation in the daily amount of sewage. Except during storm periods, the sewage flows are within the design flow of the plant. In May I96I, a report by the Bureau of Sanitary Engineering, State Department of Public Health, recommended that the City of Redding provide two-stage chlorination to prevent contamination of the river by -98- discharge. Detailed recommendations regarding disinfection were sent to the Central Valley Regional Water Pollution Control Board, Red Bluff Sewage Treatment Plant Location of Discharge: Sacranento River at mile 2ii2,8, right bank. Type of Treatment: Primary, Flow Diagram: Screening Sediment at ion u Three pumping stations in system =0 To river Sludge and sc\jm to digestion • 1961 0.9 Sept. 1,1 Jan, 1.0 1.2 Oct. 1,0 Feb, 1.2 1.2 Nov, 1.0 March 1.0 1,2 Dec. 1.1 April 1.0 Estimated Connected Population: 6,50C Present Flow (monthly average in MOD) I960 Jan. No Record May Feb. No Record June March 1.0 July April 0,9 Aug, Design Flow: 0.9 MOD. Type of Wastes: Domestic sewage from Red Bluff and significant amount of industrial waste from a slaughter house and tallow works. Minor flow from a plywood plant, Ghlorination Practice: None. Remarks: Industrial flow from the slaughter house and rendering plant is discharged to the sewerage system during the night-time low-flow period. Sanitary Analyses: 5-Day BOD (mg/L) Settleable Solids (mg/L Suspended Solids (mg/L) Ether Solubles (mg/L) Results are averages of three lO-hour composite samples collected in November I960, January 1961, and March I96I, Coliform Bacteria in Effluent (geometric mean), MPN/lOO ml: June i960 30,U00,000j October I96O - 29,000,000, Influent Effluent 168 125 3.7 1.1 lUO 86 66 U3 -99- Water Pollution Control Board Requirements, Resolution No. 3U (51-13), March 22, 19$1. 1. No recognizable sewage solids in the river. 2. No visible grease of sewage origin in the iriver. 3. No floating material of sewage origin in the river. U. Neither the plant nor the effluent shall cause a nuisance or pollution, 5. Neither the plant nor the effluent shall cause a contamination. Daytime flows are primarily domestic sewage with a minor amount of process water from a plywood manufacturing plant. During night-time hours when domestic flows are low, waste water from a slaughterhouse and meat by-products plant are discharged into the sewerage system. The two meat plants first started discharging into the sewerage system in the summer of I960, The sewage treatment plant is presently operating at flows in excess of design. Coming Sewage Treatment Plant Location of Discharge: Sacramento River at mile 217.6, right bank. Type of Treatment: Primary. Flow Diagram: Sedimentation Screen! Gravity system Sludge and scum to digestion Postchlori nation To rive z[> or Ian disposa Olive plant wastes in season Estimated Connected Population: 3,000 Present Flow: Flows are not metered. Estimated 0,2$ MOD. Design Flow: O.U MOD, Type of Wastes: Domestic sewage from Corning, Industrial waste water from five olive processing plants is by-passed to the river, Chlorination Practice: When sewage is discharged to river, 10 ppm chlorine is applied to effluent. Remarks: Treatment plant effluent discharged to the river from October to Hay; during the summer months, it is used to irrigate grazing land. -100- Water Pollution Control Board Requirements, Resolution No. ^3-3U, August 29, 19^3. 1. Domestic sewage dischacrged to the Sacramento River shall be effectively disinfected. 2. Discharge shall not reduce the dissolved oxygen content of the Sacra- mento River below 80 percent of saturation. 3. Discharge shall not produce visible solids recognisable as of sewage or waste origin in the Sacranento River, U. Discharge shall not produce visible grease recognizable as sewage or waste origin in the Sacramento River, 5. Discharge shall not produce deleterious materials in Sacramento River in concentrations injurious to animal, plant, or aquatic life, 6, Neither the plant nor its effluent shall cause a nuisance or a pollution. The plant treats domestic sewage from the community of Coming, The discharge to the Sacranento River is combined sewage effluent and seasonal wastes from seven olive processing plants. The olive plant dis- charges, mostly wash water and brine, are screened at the olive plants and by-pass the sewage treatment plant; the quantity and quality of these discharges were not determined. In the summer months the domestic sewage effluent is used for irrigation; at other times it is discharged to the Sacramento River after chlorination. Insufficient samples were collected at the plant to permit an evaluation of influent and effluent characteristics. West Sacramento Sewage Treatment Plant Location of Discharge: Sacramento River at mile 58,0, right bank. Type of Treatment: Primary: Flow Diagram: Grit Five pvunpint stations in system Postchlorination Chlorine contact To ^"-^ ri river Sludge and scijm -101- ^° digestion Estimated Connected Popiilation: 20 J ,000 Present Flow (i nonthly average in MOD): I960 1961 Jan, 1.57 May- 1.62 Sept. 1.91 Jan. 1.61 May 1.6 Feb. 1,6U June 1.96 Oct, 1.72 Feb. 1.U9 June 1.9 March 1.63 July 2.00 Nov. 1.63 March 1.60 April 1.62 Aug. 1.87 Dec. 1.58 April 1.60 Influent Effluent 197 179 3.7 o.U 162 91 79 U9 Design Flow: 5.0 MOD Type of Wastes: Domestic sewage from West Sacranento, Bryte and Broderick. Industrial waste flow from slaughterhouses, Chlorination Practice: Continous prechlorination for odor control at about 18 ppm. Postchlorination during recreational season (air temperature 80'-^) at 10 ppm. Chlo- rine residual, 0.5 ppm after 1 hour contact time. Remarks: All sewage arriving at the plant is pumped through five pump- ing stations resulting in rapid, extreme fluctuations in flow. Sanitary Analyses: 5-Day BOD (mg/L) Settleable Solids (ml/L) Suspended Solids (mg/L) Ether Solubles (mg/L) Results are an average of three 10- hour composite samples collected in November I960, January 196l, and March I96I. Coliform Bacteria in Effluent (geometric mean) MPN/lOO ml: June I96O - Ll60j August i960 - 2,110; October I960 - 300. Water Pollution Control Board Requirements, Resolution No, 23 (5l-2), January 25, 1951. 1, Maximum discharge of 5-day 20°C BOD in any one day - 6,000 pounds, 2, Miximum quantity of settleable solids - 0.5 ml/L. 3, Maximiim quantity of ether soluble material - l5 ppm, U. There will be no floating material of sewage origin discharged to the river. 5, There will be no gross sewage solids discharged to the river, 6. The effluent must be adequately disinfected, 7. Neither the plant nor the discharge shall create a nuisance or pollution, 8, The discharge shall not cause a contamination in the Sacramento River, The waste water arriving at the West Sacramento sewage treat- ment plant is principally domestic sewage and slaughterhouse wastes. There is no gravity flow to the sewage treatment plant and the independent operation of five pumping stations in the system has on occasion changed -102- illection unps in rstem ^he flow arriving at the sewage treatment plant from o to U.5 MGD within few minutes, Coliform bacteria densities in the effluent indicate the effec- iiveness of chlorination practice at the plant. In addition to pre- and )Ostchlorination at the sewage treatment plant the sewage is chlorinated it the pumping stations for odor control. Sacramento Sewage Treatment Plant ocation of Discharge: Sacramento River at mile 5U.09, left bank, ■ype of Treatment: Primary. low Diagram: ..„....„ Postchlorination . ^. ^ Sedimentation Coinmxnution Grit removal Prechlorination Elutriate and supernatant return Sludge and scum to digestion Estimated Connected Population: 282,00 resent Flow (monthly average in MOD): i960 UI.2 May Ul,U June U3.8 July U6.3 Aug. an. eb, [arch pril 1961 U7.0 Sept. 65.3 Jan. Ul.8 May U8.U 53.7 Oct. 5U.5 Feb. UU.l June 55.8 52.0 Nov, U5,9 March U5.5 60,2 Dec. Ul,0 April U9.8 jesign Flow: 33 MOD; Average Daily Domestic 5U MjDj Average Daily (Canning Season) 76 MOD; Maximum Hourly ^e of V/astes: Domestic sewage from Sacramento, North Sacramento and four sanitation districts. Industrial wastes from five major canneries andasynthetic detergent plant. Ihlorination Practice: Continuous prechlorination of 10 ppm for odor control. Postchlorination during recreational season (air temperature 80^) from 1 - U ppm, depending on downstream water quality, .emarks: Peak flows occur during the fall canning season. anitary analyses of plant influent and effluent are summarised in Table 3.lU. A representative sampling point for the bacteriological quality if the effluent was not available. In June, samples collected from the -103- en 0) -3 E-i 0) 0) o 0) Q -p o o ■p p. • «• a; § .'1. u o f1 ID On ON OJ 3 OJ C\J 3 CM H OJ CVl OJ OJ H ON g^ M3 S^ 8 J- ON ^ H OJ o H f-l PO ON OJ OJ OJ on CO OJ ir- on en ON OJ CO OJ -4- OJ J- OJ OJ CO OJ oj CO CO OJ J- OJ s ON -4- ON • OJ • o CO • OJ • o • CO OJ • o • VO CO • o • o\ CVJ • o • LTN OJ • o 1/N • CO OJ • o On • OJ • o • OJ • o • J- en • o m • O ON • -d- • O On • on en • o OJ ITN H ON OJ ITN ITS H §i. On cn O m ON LTN 2 On H ITN NO t— en ITS H On 1>- m H -J- O m OJ ITN on H LTN 00 OJ 3 ^ ^ LTN H CO OJ OJ NO ON OJ on LTN NO NO H l/N OJ NO 1 H on 1 H -4 1 1 1 NO ITN OJ OJ 1 1 H NO -4- OJ OJ O ^ OJ OJ OJ NO LTN OJ OJ LfN NO CO OJ NO LfN NO -li- on l/N LTN LTN CO OJ cn ^ ^ ON on NO OJ LA O on OJ -4- NO cn on H LP\ 05 X) 5 ft ft o pq >> a) Q I LTN -P a -p c H cd > « O -P § pq o CQ i) H "3 OJ H -P +J OJ CQ a G M -P a (U P< CQ -d •H H O CO -d a; T) c Q) ft u -p a OJ :3 -p a B rH W 0) > K -P fl OJ o u 0) a. a ft ft rH O CQ -P a 01 rH C -P c 0) H Cd > i OJ +> a 0) o u OJ a. ■lOl^. effluent sump at the plant immediately after postchlorination. Because of the short chloi*ine contact period, bacteriological results were high. In the August-September and October periods samples were collected from the stream of sewage at the river outfall 20 - 30 minutes frca the plant. A3.though there may have been some dilution with river water, these results are considered more representative of the bacteriological quality of the effluent entering the river. Colif orm I-IPN/lOO ml Period (geometric mean density) June 20-2U, I960 U02,200 August 29-September 2, I960 U3,500 October 2U-28,1960 12U ,000 VJater Pollution Control Board Requirements, Resolution No. 7 (50-7), July 13, 19^0. 1. Maximum discharge of 5-day 20 C°BOD in any one day 130,000 lbs. 2. Maximum quantity of settleable solids - 0.5 ml/liter. 3. Maximum quantity of ether soluble material - l5 ppm, k. There will be no floating material discharged to the river. 5. There will be no gross sewage solids discharged to the river. 6. The effluent must be adequately disinfected. 7. Neither the treatment plant nor the discharge shall create a nuisance. 8. The discharge from the treatment plant shall not cause a contamination in the Sacramento River. The Sacramento sewage treatment plant provides primary treat- ment for the domestic and industrial waste water from the City of Sacramento, the City of North Sacramento, Hagginwood Sanitary District, Sacramento County Sanitation Districts No. 1 and No. 2, and Arden V'att Sewer Main- tenance District, During dry weather all sewage with the exception of that from County Sanitation District No, 1 is collected at one of two sumps in the city and is pumped to the treatment plant. District No, 1 discharges directly to the sewage treatment plant. The pumping schedule at the main city sump is arranged so that the amount of sewage arriving at the treat- ment plant is fairly constant over a 2U-hour period. In wet weather, the quantity of storm flow in excess of the design capacity of the sewage treatment plant is pumped directly to a river from the two sumps, -105- The major industrial waste flow is from five large canneries. These canneries are required by city ordinance to pass the waste water through 20 mesh screens before discharging to the sewerage system, March through May is a minor cannery period when asparagus and spinach is pro- cessed and consequently there is a rise in the 5-day BOD during this period. There is a seasonal increase in the amount of waste water arriv- ing at the treatment plant in the summer months due to the addition of water used for air conditioning. This waste water dilutes the sewage caus- ing a reduction in the 5-day BOD during June and early July, before the major cannery season has begun. It has been estimated that as much as 10 MOD of water used for cooling government buildings in the city is pres- ently discharged to the system. The major cannery season begins in the latter part of July when tomatoes, peaches and apricots are harvested with consequent increases in waste water flow and 5-day BOD which reach a peak in September, Laboratory analyses of plant influent and effluent indicate a 5-day BOD reduction in the range ejqsected for a primary sewage treat- ment plant. Foam has been observed on several occasions extending several hundred yards below the outfall. Although a detergent plant discharges wastes to the sewerage system, no relationship between the periodic occur- rences of foaming and the detergent processing operation has been reported, Meadowview Sewage Treatment Plant Location of Discharge: Sacramento River at mile U7,7, left bank. Type of Treatment: Primary. -106- Flow Diagram: Communition Sedimentation Postchlorination ^To river Sludge and scum to digestion Present Flow: Estimated 0,2 to 0.3 MOD Estimated Connected Population: 2,100 Design Flow: 2.75 MOD Type of Wastes: Domestic sewage from the south Sacramento residential area. Chlorination Practice: Chlorination facilities are in place but have not been operated because of the low flows. Sanitary Analyses: Effluent 5-Day BOD (20°C): Maximum - 236 mg/L; I4inimum - 88 mg/L; Average - l60 mg/L; (20 grab samples), Coliform Bacteria in Effluent (geometric irean) IIPN/lOO ml: August i960 - 22,100,000; October I96O - 30,500,000, Water Pollution Control Board Requirements, Resolution No. 57-U, January 10, 1957. 1. Discharge shall be adequately disinfected or its equivalent. 2. Discharge shall not contain more than 0,5 ml/liter of settleable solids, 3. Discharge shall not -contain more than l5 ppm of ether soluble material U, Discharge shall not contain gross floating solids. 5. Discharge shall not cause detectable taste or odor in the receiving water . 6. Discharge shall not contain toxic substances in concentrations dele- terious to human, animal, plant, or aquatic life. 7. Discharge shall not depress the dissolved oxygen content of the Sacramento River below 5.0, 8. Discharge shall be sufficiently well oxidized so as to prevent unsight- liness due to fungus, growths in the Sacramento River. 9. Neither the treatment plant nor its discharge shall cause a nuisance by reason of odors or unsightliness. The Meadowview sewage treatment plant was constructed in 1958 to serve the rapidly developing residential area south of the main part of Sacramento. The plant is presently loaded to less than 20 percent of capacity. Plant operation and maintenance is performed by personnel from the main Sacramento sewage treatment plant. Present flows are too low to permit accurate measurement. -107- Isleton Sewage Treatment Plant Location of Discharge: Sacramento River at mile 18.1, left bank. Type of Treatment : Primary Flow Diagram: Aeration ^ Chlorine contact sedimentation Comminution O i^()0>t=^ '^ t^ I P Gravit system Sludge and scum to digestion :C>To rive Cannery wastes in season Estimated Connected Population: 1,600 Present Flow (monthly average in MGD): I960 1961 Jan. 0.13 May 0.13 Sept. 0.13 Jan, 0.15 May 0.13 Feb. 0.13 June 0.13 Oct. 0.12 Feb. 0.15 J\me 0.13 March 0.13 July 0.13 Nov. 0.12 March 0.13 April 0.13 Aug. 0.13 Dec. 0.15 April 0.13 Design Flow: 0.6$ MGD Type of Wastes: Domestic sewage from Isleton. Occasional small quanti- ties of water from a pickle plant. Screened wash water from a cannery is mixed with effluent at the effluent wet well. It does not pass through the plant. Chlorination Practice: Postchlorination during recreational season (when air temperature 80 F) dosage is 10 - 25 lb. /day and residual of 0.5 - 2.0 ppm after two hours contact period is maLntained, Remarks: The normal domestic sewage flow is 0.13 - 0,l5 MGD. There is a minor flow (8 MG/year) of water from a pickle plant. From March to June there is a flow of 0.5 - 0,8 MGD from a cannery which enters the plant at the effluent svimp and is pumped into the Sacramento River with the plant efiluentj sanitary analyses of this waste were not performed. Sanitary Analyses: Effluent 5-Day BOD (20°C): Maximum - 108 mg/L; Mnimum - 36 mg/Lj fiverage - 76 mg/L; (30 grab samples) Coliform Bacteria in Effluent (geometric mean) MPN/lOO ml: June i960 - 356,000 (chlorinator out of operation during two days of sampling period); August i960 - 620; October I96O - 3U,800, Water Pollution Control Board Requirements, Resolution No. 113 (52-5). February 20, 1952. 1. The domestic sewage effluent shall receive adequate disinfection or its equivalent effect before discharge to the Sacramento River; -108- 2. The discharge shall not cause the formation of sludge deposits in the river or the accumulation of objectionable deposits on or along the banks of the river; 3. The discharge shall not contain solids of recognizable sewage origin or produce signs of visible grease in the river except that, unavoid- able discoloration in the immediate vicinity of the outfall will be permitted; h. The discharge shall not cause the dissolved oxygen content of the river water to be depressed below 5.0 ppm; 5. Neither the discharge nor the disposal shall cause a nuisance or create a pollution of the Sacramento River or the disposal area. The sewage treatment plant treats the domestic sewage from the small community of Isleton, Process water from a cannery in town is screened at the cannery and is discharged to the treatment plant effluent well, A minor flow of wash water from a pickle plant passes through the treat- ment plant. The plant is normally operating well within its design capacity. During winter storms, high flows arrive at the plant for short periods. Rio Vista Sewage Treatment Plant Location of Discharge: Sacranento River at mile 11,6, right bank. Type of Treatment: Primary, Flow Diagram: -Sedimentation Screening ^=^ Pumping station in system Sludge and scum to digestion :C> To river Connected Population: 1,800 Present Flow (monthly avers I960 Lge in MGD): 1961 Jan, 0,15 May 0,19 Sept. 0.27 Jan. 0.13 May 0.19 Feb. 0,13 June 0.33 Oct, 21 Feb. 0.15 June 0,28 March O.lU July 0.3U Nov. 0.20 March 0.17 April 0.18 Aug, 0.32 Dec, 0,17 -April 0,17 -109- Design Flow: 0.72 MOD Type of Wastes: Domestic sewage from Rio Vista, Chlorination Practice: None, Sanitary Analyses: q Effluent 5-Day BOD (20 C): Maximvun - 175; Minimum - 27; Average - 86; (30 grab samples), Coliform Bacteria in Effluent (mean density) l-IPN/lOO ml: June I960 - 11,600,000; August I960 - 1U,000,000; October I960 - 13,200,000 Water Pollution Control Board Requirements, Resolution No. 1 (50-l), April 7, 1950- 1, Maximum discharge - li00,000 gallons per day, 2, Maximum 5-Day 20°C BOD of effluent - 260 ppm. 3, Maximiim quantity of suspended solids -> 120 ppm, U. There will be no gross solids in the effluent. 5, Maximum quantity of ether soluble material - 2 ppm. 6. It is also necessary that the discharge shall conform to any bacterial standards which may be set by the State Department of Public Health, Discussion: The plant treats the domestic sewage of Rio Vista, There is no significant industrial flow. Sewage is pumped to the treatment plant from a pumping station in the collection system, and because of the large size of the sump, dxiring low flow periods the sewage arriving at the plant is septic. The State Department of Public Health has recommended that the cit^ install effluent disinfection facilities at the plant and provide 0,5 ppm chlorine residual after 30 minutes contact. Present Discharges to Tributary Streams Although there are a number of sewage treatment plants which discharge to various tributary streams, the locations and flows of only those plants serving communities and industries north and east of Sacramento are of significance to the Sacranento River, Locations of these plants and information regarding them are given in I'igure 3.5 and Table 3. 15, respectively. It can be seen from the figure that the discharge even- tually reach the Sacramento River by either the Natoraas East Main Drain -110- ROCKLIN-LOOMIS (I) Domestic NEWCASTLE Domestic (13) ROSEVILLE Domestic (4) FOLSOM PRISON Domestic Industrial (14,15) FOLSOM Domestic AEROJET GENERAL CORP. Domestic Industrial (19) Figure 3.5. WASTE DISCHARGES IN THE GREATER SACRAMENTO AREA -111- OS •H f< at |i a Si 5 o 5" ss < a o ' I ^7 +> +^ -p O > C " .1 at +> 1 U rH s." o a :31 o a u o u-v • J- a a O Ih o t< -H 4) ■r^ a; -P +J IS §^ ■H Fh b ^ 3 O D. o a r^ a, S3 ^p. V ^ O -D +J . +* ■ u o u o a^ i.u o o 3 3 o 3h og 53S < (El gg 3:5 Is as 1^ at I o 5 < S-^ +* o 01 a a ca a II 01 m o so 0-. 5.- g M 0) • 0> 3 C +> tH O +J V. 1^:;^^ 5 ^ o l3l 1 a U m d o 1 O -H O ti >> 8 Ti 4) +J ^ CO 4) -P 05 i: at i^ II u u 01 tJ oJ 4i 41 H to +> 3 U IX M:i Mol COO ^-P tipO^ 00 59 g;5 f^ s^ g 4) - s s 41 -rl 3 H m CX 01 u S -SS ^ ■H P ^ XI 5 +> 0) 0} (0 qj J3 H +J » Oi U o. a (h <-( 0] 4> 4) U 3 H > -P -H (rf H H ^ T) -p o -H 01 5 41 Bi V. > a! 5 S 1« Zt 01 41 as 3 CC ,■3 d 15 as •is §^ ■gs s^ s§ §2 o a 5w -112- or the American River. Both enter the east side of the Sacramento River at river mile 60.I4. within a few himdred yards of each other, immediately upstream from the City of Sacramento water intake. Future Discharges Disinfection facilities are presently being installed at the Redding sewage treatment plant. The plant has sufficient capacity to treat the expected increase in flows from the city for the near future. When present facilities become inadequate, it is proposed in the City of Redding 's master plan that new facilities will be constructed south of town. The sewage treatment plant at Red Bluff is overloaded by iS to 20 percent during a significant portion of the year. The city is pres- ently investigating the possibility of obtaining another site for sewage treatment facilities and may revert to land disposal of the effluent from the new sewage treatment plant. It is, therefore, possible that there will be no sewage discharged to the Sacramento River from Red Bluff after new sewage treatment facilities have been constructed. The Sacramento area is undergoing a rapid population expansion and a number of changes and additions to the present sewage treatment facilities are proposed, A new secondary sewage treatment plant has been proposed to serve the area north of Sacramento on the east side of the Sacramento River known as the Natomas Sewer Maintenance District, The plant will have a design capacity of k*S MGD, The initial stage will provide primary treatment and ponds. Eventually, as the sewage flows increase, the effluent from the treatment plant will be discharged to the East Drainage Canal of the Natomas Main Drain and will reach the Sacranento River at river mile 6lo5 which is approximately two miles above Sacranento, -113- A new sewage treatment plant under county supervision and opera- tion is under construction to serve the area northeast of Sacramento along the American River. The initial design capacity of the secondary treat- ment plant will be 9 MGD. The effluent from the plant will enter the American Hiver approximately 12 miles above its confluence with the Sacramento River. The Southeast Sanitation District plant is presently under con- struction southeast of the City of Sacranento which will treat the sewage from new subdivisions in county areas. The plant will provide intermedi- ate treatment with an initial design capacity of 8 MGD and an ultimate capacity of k& WjB, The effluent will enter the Sacramento River at mile Il,6 which is approximately lU miles below Sacramento, No plans have been made as yet by the City of Sacramento for expansion or modifications of the Sacramento main plant. The Meadowview sewage treatment plant is presently operating far below its design capa- city. The sewage treatment plant for West Sacramento has undergone additions and modifications which will enable it to handle sewage from the '..'est Sacraniento area without further expansion for a nvimber of years. The present sewage treatment plants at Isleton, and Rio Vista have sufficient capacity to treat any expected increase in wastes from the communities in the forseeable future. Installaiion of disinfection facilities at the City of Rio Vista sewage treatment plant has been recom- mended by the State Department of Public Health, Waste discharge require- ments are being established for the sewage discharge from the hotel at Walnut Grove. It is anticipated that treatment facilities will be required if this discharge is to continue. -llU- The other small conanunities in southern area such as Courtland, Clarksburg, and Locke are not expected to increase in population to such a degree that sewage treatment facilities or a discharge to the Sacramento River will be necessary in the near future. Industrial Wastes The two significant industrial waste discharges to the Sacramento River are from a wood products plant near Red Blxiff and a sugar beet pro- cessing plant at Clarksbvirg. Minor discharges include several log pond overflows in the Redding - Red Bluff area (the only sizeable overflow, 1 MGD, reaches the Sacramento River via Anderson Creek), an intermittent discharge of diluted battery acid near Sacramento, cooling water from a food storage plant at Hood, and wastes from a mushroom plant near Locke. Seasonal occurrences of tastes and odors in the Sacramento water supply are believed to be associated with an industrial discharge from a mili- tary installation which eventually reaches the Sacramento River a short distance upstream from the water intake. Slaughterhouses, dairies, canneries, olive processing plants and numerous small industries are served by other sewerage systems that discharge to the Sacramento River. These have been discussed in preced- ing paragraphs. Diamond National Corporation The Diamond National Corporation plant located two miles south of Red Blvif f produces molded paper products such as plates and trays . About 0.5 NED of waste is produced which contains siJLfur compounds, silica, and wood pulp. About I.5 M3D of waste consists of supernatant containing wood fiber from molded pulp processing operations. Wastes from both processes are settled with alum and treated with lime to control the pH. -115- The effluent is discharged to a settling pond and overflows to a leaching pond located beside Redbank Creek. The creek flows into the Sacramento River one mile below the ponds. The pond contents are normally a dark color with a strong sulfur odor. During one inspection, a flow of approximati 70 gallons per iTiinute was flowing into Redbank Creek through a drain line at the effluent end of the pond. On all other inspections there was no direct discharge from the ponds although an estimated flow of 0,U mgd seeps through the banks of the ponds into the creek. The ponds are emptied annually for cleaning. The major discharge into Redbank Creek is a continuous flow of 1.5 mgd from the 26-acre log pond. Domestic sewage at the plant is discharged to a septic tank and leaching field. During the summer months there is no flow in Redbank Creek other than the waste discharges from the Diamond National Corporation, Water Pollution Control Board Requirements. Resolution No. 6o-12, February 18, I960: 1. The volume of surface flow discharges from all sources shall not exceed the rate calculated by the formula: Maximum hourly flow in cfs = 10 x Sacramento River flow in cfs 25oo 2. Waste discharges shall not contain more than 0.5 ml/liter of settle able solids. 3. The hourly average pH of discharges shall not fall below 6.5 nor exceed 8.5. At no time shall the pH of the average fall outside the range of 6.0 to 9mS U. The discharge shall not cause the dissolved oxygen content of Sacramento River waters to fall below 7.0 ppm at any time. 5. Waste discharges shall not contain a monthly average concentration materials in excess of the following: Sulfate 7U0 ppm Chloride 20 ppm Sodium 175 ppm Magnesium 2U ppm Fluorides 1 ppm Silicon Dioxide 70 ppm 10-i4inute Oxygen Demand ppm 5-Day BOD 100 ppm 6. Waste discharges shall not cause objectionable color in the Sacramento River. -116- 7. Waste discharges shall not cause detectable taste or odor in any public water supply. 8. Vv'aste discharges shall produce no scuin or floating materials of recog- nizable waste origin in the Sacramento fLiver, 9. Waste discharges shall not contain any substances or materials of such character or quantity which, on mixing with water of the Sacramento Hiver will produce conditions deleterious to human, animal, plant or aq uatic life. 10. Waste discharges shall not cause objectionable fungus growths in the Sacramento River channel, or along the banks thereof. 11. Waste discharges shall not cause the formation of sludge deposits. 12. Waste discharges shall not cause visible oil or grease slicks in the Sacramento Hiver. 13. Waste discharges shall not cause the sodium ratio of Sacramento River water at the Corning Canal intake to exceed 3^%' lU. Neither the waste discharges nor the disposal method shall cause a nuisance by reason of odors or unsightliness. l5. Waste discharges shall not cause a pollution of usable ground or surface waters. Routine monitoring of waste discharges is carried out by the Diamond National Corporation. Samples for analysis are collected from the mouth of Redbank Creek, the Sacramento River above and below Redbank Creek, the Corning Canal intake further downstream on the river, and at nearby wells. Results of analyses of Redbank Creek water samples are given in Table 3.l6. In addition to the constituents for which limits have been established in the waste discharge requirements, a number of analyses for other constituents are perfonaed. -117- Table 3.l6 WATER QUALITY AT MOUTH OF REDBAJvlK CREKK BOD (ng/L) Date Settleable Solids (mg/L) pH Sulfate (mg/L Chloride : Sodium: Magnesium (mg/L) : (mg/L) (mg/L) ■"luoride (mg/Ly U/60 0.1 7.7-8.U 77.8 7.3 22.9 20.5 5/60 0.1 6.8-8.6 213 7.7 89.0 12.0 6/60 0.1 7.6-3.1 185 16 56.0 21.5 7/60 0.1 6.7 250 lU lOU 21.6 8/60 o.U 6.6 235 11 88.0 10.7 9/60 0.1 7.0 250 8 92 16.8 10/60 0.1 6.8 295 6 108 11.2 11/60 0.1 7.1 300 18 108 lU 12/60 0.1 7.1 155 10 U8.0 18.0 1/61 0.1 6.8 188 16 76.0 7.U 2/61 0.1 7.3 155 10 U8 17.8 3/61 0.1 7.6 95 16 36.1 IU.6 U/61 0.5 6.8 100 18 35.6 1U,U 0.1 2. 0-17. J 3. 0-90. C 2.0- 5.5 7.U-31 19 -3U 0.1 19 0.1 29 32 10 19 -58 -1x9 -61 -15 -28 5 -12 6.8-12 U -19 * Monthly averages of analyses by Diamond National Corporation. American Crystal Sugar Company The American Crystal Sugar Company processes sugar beets at a plant in Clarksburg, l5 miles south of Sacramento. The operating sea- son is from early August to about December, After an initial two week break-in period, the plant operates at full capacity during the entire period. Plant operation began on August 9, and terminated December 1, I960, An average of 2,100 tons of sugar beets per day is processed to produce 550,000 pounds of sugar. The water use at the plant is as follows : Use Source Average, MOD Domestic Wells 0.09 Cooling and process Sacranento River 6.3 Most of the river water is first used for cooling. Approximately 35 to UO percent of this is then returned directly to the river and the -US- rest of the cooling water is used in various phases of the sugar making process. The waste beet pulp slurry is dewatered to produce a stock feed by-product of the sugar process. Sanitary sewage is discharged to the factory's sewage treatment plant where it passes through an Imhoff tank, trickling filter and final sett]JLng tank. The effluent is chlorinated and is discharged to the plant industrial waste sewer. The combined cooling water, process water and sewage plant efflu- ent is discharged into a 5-acre holding pond that has an average depth of four feet and a theoretical detention period of slightly over one day. The pond is cleaned in the siommer before the sugar processing begins. Pond effluent is screened and pumped to the Sacramento River several hundred feet above the plant intake. Water Pollution Control Board Requirements. Resolution No, 58-29, April 2U, 1958: 1. The waste discharges shall not cause the dissolved oxygen content in the Sacramento River to be depressed below 5.0 parts per million at any time; 2. The waste discharges shall not contain more than 0,5 ml/liter of settleable solids; 3. The waste discharges shall not contain more than l5 parts per million ether soluble materials; il. The waste discharges shall not cause objectionable discoloration of the Sacramento River; 5. The waste discharf';es shall not cause unsightly fungus growths in the Sacranento River; 6. The waste discharge shall not contain visible solids of recognizable waste origin; 7. The waste discharge shall not contain any substances in amounts which would be injurious to human, plants, animal or aquatic life; 8. The pH of the waste discharges shall be maintained between the limits of 6.5 and 8,5; 9. The waste discharge shall not contribute 5-day BOD to the Sacramento River at a rate exceeding the calculated by the formula: Sacramento River Flow x 15,000 Maximum 5-day BOD discharge rate « 6500 second-feet The Sacramento River flow shall be taken as the reading at the "W Street gage in Sacramento, The maximum discharge rate for the 5-day BOD will be 15,000 Ibs./day when the river flow at the City of Sacramento is 6500 second feet; -UL9- 10. Neither the waste discharges nor their disposal shall result in public nuisance by reason of odors or unsightliness. The company carries out a routine monitoring program during the operating season. Samples are collected from the Sacramento River at two upstream and four downstream stations for BOD, Do and temperature determinations. Pond effluent is analyzed for BOD and pH. Results of analyses on the pond effluent are listed in Table 3,17, Table 3.17 ANALYSES OF POND EFFLUENT -;;■ Ai'4ERICAN CRYSTAL SUGAR C0I4PANY : 8/1 7/60 ; 8/2l/60 ; 9/ll/60 ; 9/2 $/60 ; lO/U/dO \ IQ/I8/6O ;' II/6/60 i I/18/6I BOD (20°C), ppm 3-Day 555 505 U39 289 316 285 218 Ui;5 5-Day 565 5Uo U6l 300 326 320 230 UU5 7-Day U75 550 U93 325 3U2 330 2U0 hhS 10-Day 590 55U 538 325 360 355 255 pH 5.8 6,6 6.9 9.3 7.1 7.2 6.8 6.6 ^s- Analyses performed by the American Crystal Sugar Company. Thirty-three samples of pond effluent were collected for 5-day BOD analysis during three U-day periods in I96O as a part of the Sacramento River Water Pollution Survey with the following results. 5-Day BOD, ppm Flow, MOD Maxunum 530 3,90 Minimum 250 3.09 Average U08 3.65 Average pounds BOD to river - 12,100 lb. /day, -120- Future Industrial Waste Discharges The Ralph L, Smith Lumber Company, a division of the Kimberly- Clark Corporation, proposes to construct a paper mill at Anderson in the near future. The proposed plant will have an ultimate production capa- city of l50 tons of ground paper pulp, 300 tons of bleached sulfate pulp, I4OO tons of printing paper, and 75 tons of tissue paper. The process water is to be treated and discharged to the Sacramento River below Still- water Creek, The estimated waste water discharge will be 22 MOD and will constitute the largest separate industrial waste discharge to the river. Waste discharge requirements have been established by Resolution No. 61-28, March 2, I96I, and waste water and river water monitoring programs will be carried out by the con^jany. The U, S. Plywood Corporation is contemplating the construction of a lIiO ton per day semi-chemical pulp mill and fibreboard plant north of Anderson, The maximum expected waste water flow will be 1,12 MOD, The waste water will be discharged to the Sacramento River at mid-stream via an underwater distribution pipe. At present, a pilot plant has been constructed and operated, Agric\;ilt\rreLL Drainage Most of the agricultural return water is discharged into the river between mile 100,1 and mile 80,8. There are four major and a number of minor drains that discharge agricultural irrigation waste into the river. -121- Table 3.18 DISCHARGES FROM IRRIGATION DRAINS TO THE SACRAI'ENTO RIVER, 1950-59 • • Discharge (1000 acre-; feet) : 1950 :19^1 :1952 :1953 :19^1l :19^^ :1956 :1957 :1958 :19^9 Butte Slough 228 168 lOU 181 205 180 liil 122 83 128 Reclamation District 70 16 18 33 31 36 2U 3U 15 36 21 Reclamation District 108 121 159 172 lUl 167 126 132 93 151 111 Reclaiaation District 78? 6 9 19 22 19 11 27 13 22 16 Colusa Basin Drain 26l 310 225 305 271 355 326 353 236 356 Sacramento Slough 338 335 200 180 3U5 UU5 276 2U6 370 232 Natomas Cross Canal 172 N.R. 21U 81 83 107 152 U8 12 h Reclamation District 1000 U3 38 77 U5 U6 51 65 17 82 9 TOTAL 1,18U 1,037 1,0U3 987 1A72 1,298 V52 907 992 877 Table 3.18 indicates that the total irrigation waste discharged from the eight drains is over 35 percent of the total amount of water diverted for irrigation between Sacramento and Redding, Since the over- all Sacramento Valley irrigation water service area efficiency is approxi- mately 60 percent, practically all of the unused applied irrigation water returns to the river by the drains listed in the table. The discharge from Butte Slough, located four miles east of Colusa at river mile 138,9, is regulated by gravity culverts. During the summer months, the flow is made up almost entirely of return water from lands irxT-gated by diversions from the Feather River, Reclamation District 108 pumps agricultural drainage into the Sacramento River at mile 100,1. The major portion of the pumping is done -122- after 10 p,m on week days and on weekends. On occasions, during periods of high runoff and precipitation, some of the drainage is diverted from the R. D, 108 channels into Colusa Basin Drain, During May 1959, the amount pumped averaged 390 cfs for a total of 2U,000 acre-feet, 22 percent of the year's total flow. Colusa Basin Drain, the largest individual irrigation drain discharging to the Sacrajnento River, is locatea at Knights Landing, mile 90.2. Flow is chiefly drainage from lands irrigated by seven large irri- gation districts. Flow regulating outfall gates are located at the mouth of the drain. When there is a high flow in the channel an undetermined amount of water is diverted from the drain to Yolo Bypass via the Ridge Cut at Knights Landing, During the sampling program of this survey, the maximum mean flow from Colusa Drain, 1,1^0 cfs, occurred in April I960, At time of high flow in the river the outfall gates automatically close to prevent flow reversals in the channel. This usually happens sometime between the last of December and the first of March, During 1959, September was the month of highest flows when the mean daily flow was 1,232 cfs. Flow from Sacramento Slough to Sacranento River consists of the combined flows from Reclamation District l500 and Sutter Bypass, Located southeast of Knights Landing at river mile 80,8, the slough lies within Sutter Bypass and during periods of high river flows, is entirely submerged. Rises in the river stage cause re\ersals of flow in the slough. Discharges from Reclamation District l500 into Sacramento Slough cause large variations in flow from the slough. During 1959, May was the month of highest total flow from Sacranento hlough with a mean daily flow of 980 cfs and a monthly total was 60,280 acre-feet. -123- The remaining four drains discharge a total quantity of water equivalent to flow from Butte Slough. On the average, since 1950, the small drains discharged a total of 18? acre-feet annually, A water conduit for disposal of irrigation drainage, sewage, and industrial wastes in the Sacramento Valley has been considered in The California Water Plan, This conduit would begin at Redding, traverse the valley along the west side of the Sacramento River, and terminate in either the Sacramento River Deep ..ater Ship Channel or in the Sacramento- San Joaquin Delta. Water Quality Management The need for proper treatment of domestic and industrial wastes prior to disposal to the Sacramento is implicit throughout this chapter. Knowledge of the characteristics and timing of irrigation return flows is also essential. Any use of water inevitably results in some degrada- tion. Even in the natural hydrologic cycle, water can only become more mineralized. Optimization of all beneficial uses is dependent upon knowledge of the sources and effects cf all types of degradation. The simplest and most known obvious method of water quality control is dilution and it is possible that reservoir releases may be made for this purpose. These considerations are developed in more detail in Appendix B. -12U- CHAPTER X. SALINITY REPULSION The lower reach of the Sacramento River is subject to salinity incursion from the ocean. The extent of this incursion is governed by the height of the tidal wave and the flow in the river. Natural fresh water outflow from the Central Valley is inade- quate to repel salinity during summer months. The maximum recorded extent of salinity incursion occurred in September 1931, when ocean salts reached 35 miles upstream in the Sacramento River, The control of sea-water invasion can be most economically effected by repelling the saline water with fresh water released from upstream reservoirs. This has been provided in the plans for the Central Valley Project and in the operation of Shasta and Folsom Dams, Since operation began in 19h9 , invasion of sea water into Sacramento River has extended only to mile 7.0. Without such operational releases, in 1955 saline water would have intruded about 90 percent of the delta channels. The estimated minimum outflow to control salinity in the delta is U,500 cfs, of which 3,300 cfs is measured outflow, and the remainder is un- measured accretions in the delta. Reservoir releases for salinity control are coordinated with releases for navi^tion,- hydroelectric power generation, and other bene- ficial uses of the water. -125- CHAPTER XI. Sm^IARY AND CONCLUSIONS The Sacramento River is used for domestic, irrigation, and in- dustrial water supplies, electric power generation, recreation, fish and wildlife propagation, navigation, salinity repulsion in the delta, and for disposal of wastes. During high flow months, these uses are affected by flood-control operations. The estimated I96O and 1990 urban and irrigation development and demands in northern Central Valley counties are i960 1990 Population l,ll;2,U20 3,092,U00 Urban area, acres lii3,000 336,000 Urban water demand, acre-feet per year 225,000 7U$,000 Irrigated land, acres 1,900,000 2,7U7,000 Irrigation water demand, acre-feet per year 7,2U3,000 9,9U3,000 There are five water supply systems that divert and treat river water for domestic use: Redding, Rockaway, Enterprise, Sacramento, and Vallejo. Most industrial demands are met by municipal water supply sys- tems, although some water is diverted directly from the irLver. Recreation has been developed into a billion-dollar industry in California and includes hunting, fishing, boating, camping, picnicking and water contact sports. Along the Sacramento River there are approximately 68 public landings, parks, resorts, and harbors that provide for boating and fishing needsj many offer overnight accommodations. On the Labor Day weekend, September 3-5, I960, 2,58U boats were observed on the river -127- between Hamilton City and Rio Vista using Sacranento River recreation facilities. The importance of the Sacranento River to fish and wildlife is evidenced by normal minimum fish releases of from 2,300 to 3,900 cfs from Shasta dam and by diversions for wildfowl habitat through the Delta-Mendota Canal. A navigation requirement of 5,000 cfs passing the navigation control point near VJilkins Slough is established to provide for shallow- draft navigation as far upstream as Colusa. A channel depth of six feet is maintained between Colusa and the City of Sacramento, In the reach downstream from the City of Sacranento a depth of ten feet is maintained. It is estimated that in I960 a total of 5,550,000 tons of commercial pro- ducts were shipped through the Sacramento River's navigation system. In i960, an average of 56 million gallons per day was discharged directly to the river from primary sewage treatment plants serving Redding, Red Bluff, Corning, V/est Sacranento, Sacranento, Isleton, and Rio Vista. Discharges from other sewage treatment plants in the greater Sacramento area reach the river indirectly by means of drains and tributaries. There are only two significant separate industrial waste dis- charges to the Sacramento River; a wood processing plant near Red Bluff and a sugar beet processing plant at Clsxksburg. Five large canneries, a detergent plant, and numerous small industiaes discharge wastes through the Sacranento sewerage system. Slaughterhouses, dairies, canneries, and olive processing plants are connected to other sewerage systems that discharge to the river. Total agricultural waste discharged to Sacramento River from the eight major drains has averaged over one million acre-feet annually -128- from 1950 through 1959. Of this amount 300,000 acre-feet was from Colusa Basin Drain, the largest individual irrigation discharge on the river. Salinity incursion in the delta is controlled by fresh water released from the upstream reservoirs of Shasta and Folsom and from various waste discharges. The estimated outflow to the maintained in the delta to repel sea water is U,500 cfs. -129- ^/■■v- ,' /..,,■. y:..i- ^>.'/f^^7V-'/' J J. ^. v^'Vx. _j. , - I c ''''Ill' LOCATION OF SAMPLING STAT RIVER MILE. SEWAGE TREATMENT PLANT DUSTRIAL WASTE DISCHARGE! MONTHLY . SAMPLED ONCE OR TWICE MC PHYSICAL. CHEMICAL, AND C ANALYSES. SAMPLED MONTHLY OR BIMO PLANKTON, BOTTOM ORGANI MENT GRADATION. DISSOLVE AND TEMPERATURE. SAMPLED DAILY FOR TEMPE ELECTRICAL CONDUCTANCE ANALYSES OF COMPOSITE SA PERIODIC ORGANIC ANALYSE USING CARBON ADSORPTION CONTINUOUS ELECTRICAL C RECORDER. -//;"/":' /■ ^ r- ■^,''-^" ^ ^- -'^.yy^? .y J ^'-7//.-" -^ . ,J. --i- .' /. THE RESOURCES AGENCY OF CALIFORNIA DEPARTMENT OF WATER RESOURCES DELTA BRANCH SACRAMENTO RIVER WATER POLLUTION SURVEY SAMPLING PROGRAM AND AREA OF INVESTIGATION 1960-61 SACRAMENTO RIVER WATER POLLUTION SURVEY TRIBUTARY BASINS OF SACRAMENTO RIVER 1960-61 THIS BOOK IS DUE ON THE LAST DATE STAMPED BELOW BOOKS REQUESTED BY ANOTHER BORROWER ARE SUBJECT TO IMMEDIATE RECALL MAR 1 '• 2002, RECEIVED MAR 1 3 2002 Physical Scienees Ubi ary RECtlVEp MAY 9 2 ^000 PHYS SCI LIBRARY JUN 3 1995 SEP 2 81995 SEP 111995 RE fO RECEIVED SEP 12 1995 J PHy8i&Mr5if5vW?^WF CALIFORNIA, DAVIS Book Slip-Series 458 r -orr\{0<. PHYSICAL SCIENCES LIBRARY TC 2Z^ ^o. in LIBRARY HJ-TIVERSITV OH CAUJFOKNM DAVIS 306031 !i II 3 1175 00464 7973 I