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Home My WebLink AboutVOL_3_Appendix J Appendices Appendix ] Facility Plan General Plan Update and AJSociated Specific Plam EIR The Planning Center ~ Appendices This page intentionally left blank. Genera! Plan Update and Associated Specific Plam EIR The Planning Center DOMESTIC WATER, IRRIGATION WATER W ASTEW A TER AND RECYCLED WATER FACILITY PLAN ARROWHEAD SPRINGS PROPERTY AUGUST, 2004 Revised: 5/12/2005 Prepared For: AMERICAN DEVELOPMENT GROUP, INC. 24600 ARROWHEAD SPRINGS ROAD SAN BERNARDINO, CA 92414 (909) 875-1400 Consulting Services J-l TABLE OF CONTENTS Description Section 1 Introduction Section 2 Study Area Section 3 Domestic Water 3.0 I-General 3.02-Water System Design Criteria 3.03-Water Source 3.04- Domestic Water Requirements 3.0S-Project Phasing 3.06-Domestic Water Pressure Zones 3.07-Water Source Requirements 3.08-Reservoir Sizing 3.09-Water Treatment 3.10- Watee Distribution Section 4 Wastewater 4.0 l-General 4.02-Wastewater Quantities 4.03-Wastewater Collection System 4.04- Wastewater Treatment Wastewater Loadings Effluent Requirements For Spray Irrigation Wastewater Treatment Process and Redundancy 4.05-Wastewater Collection 4.06-Permitting Section 5 Irrigation Water 5.0 l-General 5.02-Irrigation Requirements 5.03-Irrigation Water Source 5.04-lrrigation Water Distribution 2 J-2 Page 4 7 9 9 9 10 10 13 15 17 20 22 22 27 27 27 29 29 30 30 33 35 35 38 38 38 41 42 PLATES Description Page Plate 1-1: Location Map 6 Plate 2-1: Study Area 8 Plate 3-1: Proposed Land Use 12 Plate 3-2: Project Phasing 14 Plate 3-3: Hydraulic Schematic 16 Plate 3-4: Ultimate Water System 24 Plate 3-5: Preliminary Surface Water Treatment System- Coldwater Creek 25 Plate 3-6: P~liminary Surface Water Treatment System- Strawberry Creek 26 Plate 4-1: Ultimate Wastewater Collection System And Proposed Treatment Plant Location 32 Plate 4-2: Schematic Flow Diagram- Wastewater Treatment Plant 37 Plate 5-1: Absorption Schedule 44 Plate 5-2: Backbone Irrigation System 45 3 J-3 SECTION 1 INTRODUCTION The historic Arrowhead Springs Hotel and surrounding properties are planned for development t!trough a Specific Plan to be processed through the City of San Bernardino as a policy document or regulatory document for the City to use as a guide for the development. The Arrowhead Springs Hotel and surrounding 1,916 acres of property is under o\Wership of the Campus Crusade for Christ. TIlls hotel and properties was once the headquarters of the Campus Crusade for Christ prior to moving to Florida. The water resources of the area include hot and cold springs, surface streams and groundwater. The hot springs known to the mission fathers as "Aqua Caliente" (hot water) and was to be believed to have healing qualities. This is recorded in a letter from Fray Zalvida in 1820 to a fellow priest that Fr. Jouquin (Nuez) "C{)ntinues troubled with his diseases, and today (Sunday) he was unable to say Holy Mass. He is thinking of going, in a short time, to the sierras in order to take the baths of Aqua Caliente; he will stay there at least 15 days." In 1857, Dr. David Noble Smith along with John Brown developed the springs and created the Spa at Arrowhead Springs in 1863 also known as a Hygienic Sanitarium. The first Arrowhead Hotel was built by David Noble Smith aroWld 1868, and Messrs. Darby and Lyman of Los Angeles, who had been leasing the Hotel from Dr. Smith, built the second Arrowhead Springs Hotel in 1885. This beautiful wooden structure was the largest hostelry in San Bernardino Cotmty. A third Arrowhead Springs Hotel was constructed in 1905, by San Bernardino businessman Seth Marshall and he started bottling "Arrowhead Springs Water", actually water from Waterman Creek, to supply customers in southern California and Arizona. In 1930, the water supply changed from Waterman Creek to springs at the 5300-foot level in Strawberry Creek to upgrade the changing water quality in Waterman Creek due to the development ufhomes nearby. In 1939, a new concrete hotel was constructed and after a number of owners, it was sold to Campus Crusade For Christ in 1962 and they still own the hotel and property at the present time. The naturally formed Arrowhead on the mountainside northerly of the hotel has withstood many fires and in 1957, the United States National Forest Service designated the natura! Arrowhead a "Landmark Geological Area." During the periods of the hotel ownerships and Campus Crusade For Christ, the water resources have been expanded and restored and are in operation as of today. These resources will play an active part in the water supply for the proposed development. The water supply will include drinking water for domestic uses and non-potable irrigation water for landscape maintenance and aquatic features such a lakes, fountains and other 4 J-4 types. The development, which will utilize about 506 acres of the 1916 acres of the ownership, will require the generated wastewater to be treated to a degree whereby effluent will be available for unrestricted use. These uses will allow the community to be "water-wise", self-contained. This facility planning document will estimate the quantity of water required for both domestic and irrigation water use, the amount of wastewater generated and the use of the treated wastewater. Upon obtaining the quantities of water needed for each specific use, the water source will be identified. The type of wastewater treatment will be utilized and the "fail safe" facilities identified will be discussed and the location of the units determined. The distribution of the domestic water will be described with potential water pressure zones identified with sizing the distribution reservoirs and estimates for fire suppression included. Booster stations with pumping capacity and redundant facilities will be detennined. If surface water or certain springs are used, the use of treatment prior to domestic use will be discussed along with the type of treatment and shown on the appropriate plates herein. The irrigation water facilities will be identified and the use of stream flows in conjunction with recycled water from the wastewater plant will be determined. A backbone system of the irrigation water sources, distribution system and pumping facilities along with capacities will be identified. This report provides a comprehensive document for developing the water resources and the facilities to transport the water to the areas of proposed use as defined within the Specific Plan. The utilization of the recycled water from a wastewater treatment plant will be shown for a self-contained system for the Arrowhead Springs Specific Plan of development. Alternative water supply sources and wastewater services win be discussed with the City of San Bernardino being an alternate provider to the on-development of wet-utilities. The alternate sources will be described and a preliminary "Opinion of Probable Construction Costs" shown for each alternate. A discussion of current policies and ability to serve will be included. 5 J-5 PLATE 1-1 LOCATION MAP J-6 SECTION 2 STUDY AREA The study area will consist of the 506 acres of development area and the water resources areas of the balance of the 1916 acres of the Arrowhead Springs ownership. There are areas outside the ownership that may be studied for water supplies and possible discharge of some wastewater. This will be determined during the study process. The delineated description of the Study Area is shown on Plate 2-1, Study Area. The Study Area will include the proposed development areas and the natural areas that will not include human occupation. The natum! areas could include water resources and the routing for water conveyance pipelines but; these will be shown on other relative plates herein. The man-made and natural landmarks such as highways will be shown so the reader may orientate himself with the location of areas within the Study Area The sectional surveys and the periphery of the ownership of the Arrowhead Hotel properties will also be shown on Plate 2-1. J-7 ~ . N Q) - .!!! a.. t--':::- ".'. .'?:/_d_,',' -~~! -rt ~ ~u-aA'Ir' UlftWawM J i Ow WU) ~::) a.C OZ D:::<e D...J I , 'l ! , ~!!i!i i~ ! ,H 1 ' . i t ~ ~i~~~j i:~~!~ ~dHdqH!P ~~niH~linid ;!:l:.i';ic!l~!~~ "It o o N ~ :::J .., c <( >- ~(/).... 3:c>ffi OZD.. a:: a:: 0 a::D..D:: <tenD.. ji~~~~i:i~~'6,,~'O;I:~ !uSi:;::iliii:~,,~gg5l1'. I~IIUUBHDU i .. " .. o 0: " g, :;; u " E ! ~ B- " o ;> o .:, '" ~ '" o ~ ~ iii : ':~ ~ iii l ~ ;; '" '" o 0 J-8 II) Cl) u ~ Cl) rn C) s:: E ::I III s:: o u SECTION 3 DOMESTIC WATER 3.01 GENERAL The domestic water system for the Arrowhead Springs development area will be provided, through either the West Twin Creek Water Company or the Del Rosa Mutual Water Company, wholly owned companies of the developer, a combination of both or other entity. The water supply for the domestic water system will be from wells in the San Bernardino Basin, grOtmdwater on-site and from stream flows, properly treated to meet State of California. Department of Health Services, Drinking Water Division, Standards and Requirements. A network of distribution mains will conduct the water to the places of use and the construction of reservoirs, booster stations, wells treatment plant and appurtenances is necessary so the system will provide a high level of service to the consumers. 3.02 WATER SYSTEM DESIGN CRITERIA The water system will be designed to provide adequate water service during the peak hour of the maximwn day or during the maximum day plus fire suppression flows. The design locations of minimum service will be the most remote and highest elevation of service in the respective Pressure Zones. To establish this level of service, the following criteria, is used: . Average arumal daily water use per person . Average daily water use per commercial bldg. . Average daily water use per office bldg. . Hotels . Senior facilities . Average day, maximum day demand . Maximum day of maximum month demand . Peak hour of maximwn day . Minimum hour of maximum day . Equalization storage . Emergency Storage . Fire flow-residential . Fire flow-commercial . Minimwn pressure-peak hour . Maximwn pressure - static · Occupancy per dwelling unit J-9 200 gallons 0.4 gpd/sq. ft. floor 0.5 gpd/sq. ft. floor 1.0 gpd/sq. ft. floor 400 gpdlunit 1.50 x average day 2.25 x average daya4.50 x average day 0.50 x average day 0.40 x maximum day 1.00 x average day Est: 3000 gpm for 2 hour duration 45 psi 125 psi 3.2 people The hotels are assmncd to have a floor area of 1,250 square feet of gross area per occupant room. The senior facility is estimated to require 400 gallons per day per living unit. All pumping plants will have the sufficient capacity to pump at the design rate of flow with the highest capacity pump not operating. Design pumping capacity will have the capacity to pump the maximum day quantity over an I8-hour period or less. The velocity ofthe water in the distribution mains should not exceed five (5) feet per second during the peak hour flows. During fire flow periods, the velocity can be 10 feet per second but, the residual water pressure, away from the fire hydrant, cannot drop below 20 psi (46 feet of head.). All water system facilities shall be designed and constructed in accordance with the applicable standards of the American Water Works Association, The State of California and the water system operating entity. 3.03 WATER SOURCE The water supply for the project can come from wells existing on the property, stream flows in little used watersheds, existing springs and wells constructed off- site in the San Bernardino Basin. The Arrowhead Springs Project has wells on the property currently providing domestic water to the facilities and has provided domestic water during periods of habitation in the past. There are streams within little used watersheds, which provided water to the hotel in the past and could be outfitted to deliver future water for domestic use. Prior to use, the stream water must be treated in accordance with the State Of California "Surface Water Rule", prior to placing the water in the domestic water system. A detailed examination of the water sources will be discussed later on in this doclUTIent to provide the necessary water supply for daily needs and redundancy in the domestic water system. 3.04 DOMESTIC WATER REQUIREMENTS The water requirements are a result of population and land use within a given service area. The historical water use within the service area has been to the Arrowhead Springs Hotel, outbuildings and support facilities. The hotel has generally received water from Coldwater Canyon Stream and various wells on the property. The criteria shown in Section 3.02 above will be applied to the planned development to create the water requirements. The planned development water requirements will be converted to "Equivalent Dwelling Units" so a common unit is created for all water use facilities. An equivalent dwelling unit is equal to the projected water use of a single-family home. In this respect, the Equivalent Dwelling Unit is calculated to be 200 gallons per day per person, times an occupancy of 3.2 people per household or 640 gallons per day, annual average water use. The development areas for domestic water, use has been broken down into three basic J-t'8 categories: Residential, Commercial and HotelfSpa. Within these categories, a further breakdown is done to refine the water requirement. Other water uses will be determined for irrigation, recycled water, water features and water uses, other than domestic uses. The Equivalent Dwelling Units and Average Annual Daily Water Use are shown in Table 3-1 below: Table 3-1 Facility Description, EDU's And Average Annual Domestic Water Requirement Facility Description EDU's Water ReQ'd (Gallons per Day) RESIDENTIAL RL-North RL-South RM -Residential RM-Senior CG-I-VW TOTALS 76 12 665 188 297 1,238 48,640 7,680 425,600 120,320 190,080 792,320 COMMERCIAL AND OFFICE RM-Commercial CG-I-VW CG-I-WP CO-1 PCR TOTALS 8 125 13 195 14 355 5,120 80,000 8,320 124,800 8,960 227,200 HOTEL I CONFERENCE CENTER CG-i-HlS CG-I-HlS CG-l-HlS 250 Rooms + 8 Units 50 Rooms 300 Rooms TOTALS 504 98 586 1,188 322,560 62,720 375,040 760,320 SUMMARY OF DOMESTIC WATER DEMANDS Facility Description EDU Water Required Residential Commercial and Office Hotel/Spa TOTALS 1,238 355 1,188 2,781 792,320 227,200 760,320 1,779,840 J-ii J-l~ PLATE 3-1 PROPOSED LAND USE The average annual daily domestic water requirement is 1,779,840 gallons per day. The annual water requirement is 694,641,600 gallons or 1,993 acre~feet of water per year. 3.05 PROJECT PHASING The draft Specific Plan for the Arrowhead Springs Development proposes a two (2) step Phasing Plan. Project Phasing is generally dictated by the demand for housing, commercial space and the orderly expansion of utilities. The projected phasing is shown in Table 3-2, Project Phasing. There is no timetable for the phasing since development occurs as demands needs are shown. Table 3-2 Project Phasing PHASE ONE Residential . Rl"-North . RL-South . RM-Residential . RM-Senior . CG-I-VW Commercial-Office . RM-Commercial . CG-I-VW . peR . Public Golf Course HotelJSpa . CG-I-H1S-250 Rooms + 8 Units . CG-I-H/S-50 Rooms PHASE TWO Commercial-Office . CO-l . CG-I-WP HoteVSpa . CG-I-H1S-300 Rooms Project phasing is shown on Plate 3-2 herein. J-P~ '----------,--- C) N C II) ~ .0 01 I 01 Gl CIS I: 1U s::. .;:: Q. Q. it (/) "tJ "0 G) 11:1>> tn Cl ~ 1~ 0 z J- N 0 ;tGl o.c !-e;t>> 0 W CD CD N 00- o CIS CJ .. .. ~Cl~ >- ... 0 L. _ III CD '3 ... ... Q.Q.. w .c .c ..a.o. <a.. ...I lL lL Zo(/) .., ---------- --_._~-,-- -- U> <l> <J ~ ... (I) C> '" ~ "5 q> '" o () ~ ~ a; -~.- -~._,._,_._.".___n,__.._. __" .._.. _c_,__...~_,.,~_... ..,__,.._....,....'~m~".._".,",_ ... ._____..____..._._____.._ J-14 11 il II I I I~ Ii II 11\ W- JJ- 3.06 DOMESTIC WATER PRESSURE ZONES The domestic water distribution system will require multiple water pressure zones to accommodate the changing topography in the service area where domestic water will be provided. Pressure Zones will receive a supply of water to meet the maximum day of the maximum month requirement for that pressure zone plus the pressure zones that are higher. Pressure zones will operate from a distribution reservoir that will hold water for peak hour flows, emergency flows and fire suppression flows. After the peak demands are met from the reservoir, the water will be replaced at the rate of flow of the maximum day. There is an elevation change of over 1,520 feet, requiring 8 separate pressure zones. The zones will be designed with pressures from 45 psi to 125 psi in each zone. There will be multiple reservoirs and pressure-regulating stations, which provide water for domestic use, localized irrigation, fire suppression and emergency conditions. There will be booster stations, which will raise the water from the lower reservoirs to the upper reservoirs serving the higher zones. A Hydraulic Schematic is provided in Plate 3-3, showing the elevations of the zones, the bottom and tops of the proposed reservoirs, booster station locations and capacities and capacities for the reservoirs. Table 3-3 shows the Pressure Zone, Equivalent Dwelling Units (EDU's) estimated within that pressure zone and the Average Daily Water Requirement for that particular Pressure Zone. Table 3-3 Pressure Zones and Water Requirement Pressure Zone EDU's Average Annual Daily Water Requirement- GPD 49,280 70,400 246,400 1,237,120 128,000 22,400 6,400 19,840 1,779,840 I II HI IV V VI VII vm 77 110 385 1,933 200 35 10 ----TI 2,781 The pressure zone components of land use were developed as follows: .J-155 r.n z o t= ~ w -' w }-/I/ ~ /0' I :z.:\'; r- b --------~~--~--------~1---/i i Itf/ !h 2710 2540 2370 2200 CoIdw.1l1!r Creek ~ 400 gpm Re5ervoir 7 & 8 0.50 MG Boltom n10el. E ~--~-~--------~~Q, ----------.--.-.-..."" --""".....__._-,,-,,-_._-,,-".----...- ! --HI 2030 1860 1690 Reservoir 1 & 21-tii O.75MG _om 1790 el. I I - --- ----------J--"-~-- ----- l---//-/ &. I I ! fJ. 1/-/ , ! I 1520 1350 1/ . I / I SCHEMATIC HYDRAULIC ARROWHEAD SPRINGS WATER SYSTEM LEGEND: i Proposed R~rvoir i Proposed Booster Station I Proposed Pressure Regulator Station L-____~_.____ __ . - , Plate 3-3 $ :;: :> en w z o N W a:: ::) UJ r.n w ~ a. > 2:: = Consulting Services J-16 __J Table 3-4 Pressure Zone Components and EDU Distribution Pressure Zone Component EDU Total EDU I RL-South 2 I RM 75 77 II RL-South 10 II RM 100 110 ill CG-l- VW -Residential 247 ill CG-l- VW -Commercial 125 III CG-1-WP 13 385 IV RM 105 IV RM-Residential 185 IV RM-Commercial 8 IV RM -Senior 188 IV CG-l- VW -Residential 50 IV CG-I-H/S-250 Rooms 504 IV CG-I-H/S-50 Rooms 98 IV CG-1-H1S-300 Rooms 586 IV CO-l 195 IV PCR 14 1,933 V RM 100 V RM- Residential 100 200 VI RL- North 35 35 VII RL- North 10 10 VIII RL- North 31 ~ TOTAL 2,781 3.07 WATER SOURCE REQUIREMENTS The water system within the Study Area will receive water from the water sources to the distribution system. The distribution system is within mountainous terrain and the differences in elevation, requires eight (8) separate zones to maintain adequate working pressures. Pressure Zone No. IV has the largest water requirement and the others are smaller. To reduce the number of storage reservoirs, two (2) zones will be combined, the upper zone will operate directly from the reservoir and the lower zone will operate through pressure regulating valves. Water supplies to the pressure zones will be from pumps, suppLying water J-ILj sufficient to replace the water during the maximum day of the maximum month during an IS-hour period. The water supply will be from surface flows treated at an on-site facility, existing and proposed wells. Table 3-5 illustrates the water requirement for the proposed development, by a combination of pressure zones. Table 3-5 Total Development Area Water Source Requirements The water source requirements for each combination of Pressure Zones will be equal to the quantity to re-fill the reservoir from usage on the maximum day of tb.e maximum month during an eighteen (18) hour pumping period. Pressure Zones No. I and No. II Combined Pressure Zone A verage Daily Demand (gallons per day) I 49,280 II 70,400 m 246,400 IV 1,237,120 V 128,000 VI 22,400 VII 6,400 VII1 19,840 TOTALS 1,779,840 Maximum Day Demand (gallons per day) 110,880 158,400 554,400 2,783,520 288,000 50,400 14,400 44,640 4,004,640 Rate-of -flow required over an I8-hour period: 4,004,640/ (18x60) = 3,708 USE 3,800 gallons per minute. Pressure Zones No. III and No. IV Combined Pressure Zone Average Daily Demand (gallons per day) III 246,400 IV 1,237,120 V 128,000 VI 22,400 VII 6,400 VIII 19,840 TOTALS 1,660,160 Maximum Day Demand (gallons per day) 554,400 2,783,520 288,000 50,400 14,400 44,640 3,735,360 Rate-of-flow required over an I8-hour period: 3,735,360 I (18x60) = 3,459, USE 3,500 gallons per minute. 18 J-18 Pressure Zones No. V and No. VI Combined Pressure Zone A verage Daily Demand (gallons per day) V 128,000 VI 22,400 VII 6,400 vm 19.840 TOTALS 176,640 Maximum Day Demand (gallons per day) 288,000 50,400 14,400 44,640 397,440 Rate-of~f1ow required over an I8-hour period: 397,440/ (18x60) = 368 USE 500 gallons per minute. Pressure Zones No. VII and No. VIII Combined Pressure Zone Average Daily Demand (gallons per day) VII 6,400 VIll 19,840 TOTALS 26,240 Maximum Day Demand (gallons per day) 14,400 44,640 59,040 Rate-of-flow required over an 18-hour period: 59,040 I (18x60) = 55, USE 200 gallons per minute. Water Sources The rate of flow for the development at completion is estimated to be three thousand eight hundred (3,800) gallons per minute. 1bere are several water supply sources available to the Arrowhead Springs Development. The available supplies are as follows: Source Estimated Supply TOTAL 500,000 gallons per day 1,000,000 gallons per day 71,000 gallons per day b533.000 gallons per day 4,104,OOOgallons per day Coldwater Creek Strawberry Creek On-site Wells Off-S ite- Wells The off-site-wells would be constructed in the San Bernardino Basin southerly of the development. The perennial flow in these streams has flowed into the San Bernardino Basin for a nwnber of years_ The San Bernardino Basin was adjudicated in the Orange County lawsuit but the Arrowhead Springs area was outside of the limits of the Basin. Since both the West Twin Creek (Waterman Canyon Creek) and East Twin Creek (Coldwater Creek and Strawberry Creeks) are pre 1914 water rights, Arrowhead Springs would discharge water flow from East Twin and West Twin Creeks to the San Bernardino Basin for withdrawal 1~19 during that water year. 3.08 RESERVOIR SIZING Each two combined pressure zones will operate from a distribution reservoir with the upper pressure zone operating directly from the reservoir and the lower zone operating through pressure regulators. The distribution reservoirs will operate by gravity flow and the pressure regulators will operate hydraulically, not requiring outside energy for controls. Each reservoir system will maintain water for daily operations, emergency water and fire suppression purposes. Each pair of pressure zones will operate independently from each other except in the case of water transfers. Water will be transferred during an IS-hour period, with no pumping from 12:00 noon to 6:00 p.m., the peak hour electrical usage period. This will save energy and with the power companies giving substantial reductions in energy rates for this non-use period. This is known as "Time-of-Use" electrical rates. Since the type of construction is not known, fire suppression quantities are not known but, we will estimate a flow rate of 3,000 gallons per minute over a two hour period or a quantity of 360,000 gallons of water in each tank Pressure Zones I and II Combined The combined Average Annual Day combined flows will be: Pressure Zone No. L...........49 ,280 gallons per day Pressure Zone No. 11.......... 70AOO TOTAL 119,680 gallons per day Average Annual Day Maximum Day-Maximum Month Peak Hour-Maximum Day 119,680 gpd 269,280 gpd 538,560 gpd Reservoir Sizing Fire Flow-3,000 gpm, 2-hour duration Emergency Equalization TOTAL Use 0.75 million-gallon reservoir 360,000 gallons 119,680 107,712 587,392 gallons Pressure Zones III and W Combined The combined Average Annual Day combined flows will be: Pressure Zone No. m............... ..246,400 gallons per day Pressure Zone No. IV...............l,237,120 TOT AL 1,483,520 gallons per day J-16 Average Annual Day Maximum Day~Maximum Month Peak. hour-Maximum Day Reservoir Sizing Fire Flow- 3000 gpm, 2 hour duration Emergency Equalization TOTAL Use 3.2 million gallon reservoir Pressure Zones V and VI Combined 1,483,520 gpd 3,337,920 gpd 6,675,840 gpd 360,000 gallons 1,483,520 1.335,168 3,178,688 gallons The combined Average Annual Day combined flows will be: Pressure Zone No. V...... H................ 128,000 gallons per day Pressure Zone No. VL.............. .......... 22,400 TOTAL 150,400 gallons per day Average Annual Day Maxirnwn Day-Maximum Month Peak Hour-Maximwn Day Reservoir Sizing Fire Flow-3,OOO gpm, 2 hour duration Emergency Equalization TOTAL Use 0.75 million-gallon reservoir Pressure Zones VII and VIII Combined 150,400 gpd 338,400 gpd 676,800 gpd 360,000 gallons 150,400 135,360 645,760 gallons The combined Average Annual Day combined flows will be: Pressure Zone No. VII..................... 6,400 gallons per day Pressure Zone No. VIII.................... 19,840 TOTAL 26,240 gallons per day Average Annual Day Maximum Day-Maximum Month Peak. Hour-Maximum Day Reservoir Sizing Fire Flow-3,OOO gpm, 2 hour duration J-2~ 26,240 gpd 59,040 gpd 118,080 gpd 360,000 gallons TOTAL 26,240 23.616 409,856 gallons Emergency Equalization Use 0.50 million-gallon reservoir. 3.09 WATER TREATMENT Water derived from stream flow and possibly some springs will require filtration and disinfection. Water from wells will require as a minimum, disinfection. Chlorine will be used as a disinfectant and most likely applied as calcium hypochlorite so no special construction will be necessary to house and operate chlorine cylinders. Where surface water is u~ it must follow the State of California Health Department, Drinking Water Section requirements. This will require several steps to be taken to determine the exact treatment type. The following is a list of items necessary to obtain approval of the Coldwater Creek waters for domestic use: . Perform a "Watershed Sanitary Survey" to the State Standards over a 12-month period to understand the deviations in water quality due to climatological conditions. . Design a water filtration and disinfection system that will allow the fInished water to meet the requirements of State Drinking Water Requirements. . Obtain necessary permits, including a National Pollutant Discharge Elimination System permit for the backwash and drain water that will be discharged into dry streams that are tributary to the Santa Ana River and Pacific Ocean. To understand the proposed water diversion and proposed treatment process, a schematic flow diagram is included as Plate 3-5 for Coldwater Creek and 3-6 for Strawberry Creek 3.10 WATER DISTRIBUTION Domestic water distribution is accomplished through a series of reservoirs, booster stations, pressure regulator stations and a network of undergrOlUld piping. Water will be received into the distribution system from the various sources as discussed in Section 3.07 above. The point of receiving the water will depend on the source and may be seen on Plate 3-3, Hydraulic Schematic. Water will be transferred between reservoirs by booster stations located adjacent to reservoirs. One reservoir will serve two separate pressure zone and at the break between these zones, a pressure regulator (s) stations will be located to provide that zone with water at a pressure between 45 psi and 125 psi. The water distribution piping network will be designed through a hydraulic network analysis for the piping sizes to meet the peak hour demands and required fire suppression flows. During peak hours of electrical consumption, 12:00 noon to 6:00 PM, the distribution flows will come from the reservoirs to reduce electrical energy costs through "Time-of Use" pumping. The reservoirs are sized tu contain adequate water for the peak hour without encroaching upon the fire suppression water and emergency water capacity. iw~2 During the 18-hour period from 6:00 pm to 12:00 noon, or less, the water source and boosters will fill the reservoirs to capacity to prepare for the ensuing day_ The transfer of water and monitoring for vandalism will be monitored through an electronic radio transmission computer controlled system (SCADA system) with receivers and transmitters at all reservoirs, booster stations and water supply sources to detect any failures, tampering or unusual condition such as intermittent flows when they should be constant. Also, if anyone attempts to break: into a facility such as a reservoir, well, booster pump or treatment plant, the computer will notifY the personnel as programmed for immediate response. Disinfection of the water will be done at the location of the water source, such as a well or treatment plant by a calcium hypochlorite injection system. The system will be controlled by a meter on the water discharge, telling the system to provide a preset solution in a quantity comparable to the rate of flow. The chlorinator wiil dissolve tablets of calcium hypochlorite in to an aqueous solution for injection into the water. Chlorinators are self sufficient except for the addition of tablets and normal maintenance. J-n "<t M '" m ii: > $: > IDIUnnn~D sauoz a.JnSS~Jd "<t o o N >- "5 .., III tlJ -= 0- r;) U III "'>. .s::- :t :.; On. ... 0 ~o: ., CD <) .~ '" III '" <:: ,., :; '" " o (.) .~______"L. ~~, rm I i I' 1 j " ~, I, I - L~' ---I I i5~t ~";:: :jf ,/ ,', tf~~' ...... ~,", Ji/' ' "d pO,","""," ,\, 'f_r _<V ~'~%:: \\ ~ -. r- -c 1.\:\'1-!i -'... ~ \U '\ i ~ i u: \~\ " ~~ 1 -" ~ \- '. g , , ,_ - l; ;;; : i; . ~ " ~ g "" " .. 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C oc::: --'---1 ~ ~ ~ r.:,ncS ,B.2 co ., ~--- U) 'tV e i i -o:::St; i C=::S>> I' NLL<(f/) I \ . \ I I ~~.-T- ~ ~ ~ uti) ,Si::,c ._ << 0.. a1 .2 o ... ::J"C !: Q) j Q) U)u- Plate 3-6 Back to Strawberry Creek .~ ~-"-- Periodic Backwash Sulfur Dioxide T Feed 1 Backwash Discharge 150,000 gallon [- reservoir . Tr--l CI2 I i Valve Housing I -------- ..13 Chlorine Feed --i5- -~-~- -~ /AA// Diversion from ,,(l~t-_.. I _ ,/ /- Strawberry Creek 1.0MG / I L/, Reservoir " ......................\.....//-1 . UJ-.....-.....r_.~ i ~ I, I ." ~-j ..... I- . . I I ! 10 : '<t Sand Box I wi Screens I i - ---~~~-Ji'---- t t Alum and T -- Polymer Feed --+ ---_. 1st Stage T J Pressure ,..;;.___ Filtration Tank ._~ I I I j 2nd Stage Pressure Filtration Tank and Automated Monitoring System Treated Water to Distribution System Arrowhead Springs Preliminary Surface Water Treatment System for Strawberry Creek Consulting Services July 2004 J-26 SECTION 4 WASTEWATER 4.01 GENERAL The present structures within the Study Area are being provided Wastewater collection, conveyance, trea1ment and disposal by facilities on-site. The treatment is through an Imhoff Tank style treatment plant that provides primary treatment and the effluent is discharged into adjacent ponds for evaporation/percolation. The discharge from this plant is under Board Order No. 86-100, issued by the Santa Ana Regional Water Quality Control Board. The Board Order will allow a discharge of up to 300,000 gallons per day. This plant has served the hotel and support structures for many years, but the capacity of the tank and type of effiuent provided will not comply with the size and style of development proposed. It is planned to convey the raw wastewater to a treatment facility in the southerly part of the project area where the influent will operate by gravity and not require electrical energy to lift it to the plant. It may be necessary to install wastewater lift stations due to the mountainous terrain the project is situated. The plant is proposed to provide an effluent capable meeting the requirements for unrestricted use. The ne~t existing wastewater facilities are southerly and below the proposed development, belonging to the City of San Bernardino. The sewers are of minimum diameter and do not have adequate capacity to provide service to the development. A second alternate to a wastewater system would be on-sire disposaL The current policy of the Santa Ana Regional Water Quality Control Board is to allow properties with septic tanks and underground disposal systems to be constructed at a density of no more than two single-family homes per acre. The development of Arrowhead Springs will require significant higher densities; therefore, the use of on-site disposal is not practical. The study area will be within the service area of the revised service area of the Del Rosa Mutual Water Company and the West Twin Creek Water Company, which is the total property of the Arrowhead Development 4.02 W ASTEW A TER QUANTITIES The amount of wastewater to be generated from the development is a function of the number of people and the amount of wastewater discharged by each person, the amount of conunercial area to be constructed. The criteria used to develop the quantity of wastewater, follows. J-27 DESIGN CRITERIA (Daily Contributions) Contribution per person Occupancy per dwelling unit Equivalent Dwelling Unit (EDU) 100 gallons 3.2 people 640 gallons per day The summation of the above criteria will result in an average daily discharge over on an annual basis. During the day, the flows will vary with higher and lesser flows than the average daily flow. The higher flows are computed as "Peak Flows" and calculated by a factor that is dependent on the average daily flow at that point in the collection system. The least flow is calculated as fifty (50) percent of the average daily flow. The peak flow is calculated, based on the following table: PEAKING FACTORS Average Daily Flow (MGD) Peaking Factor 0.00-0.0 I 0.05 0.10 0.20 0.30 0.50 0.80 1.00 1.50 4.0 3.4 3.2 3.0 2.8 2.7 2.6 2.5 2.4 As may be seen above, the larger the flow, the lesser the peaking factor will be. The single-family unit, or residence, with an occupancy of 3.2 people, will contribute 320 gallons of wastewater per day. To place all land uses within the Arrowhead Springs Development on an equal design basis, the domestic water requirements have been converted to "Equivalent Dwelling Units" in Table 3-1, Section 3 herein. With wastewater quantities closely following the domestic water requirements, the Equivalent Dwelling Units developed for domestic water, they will be used for determining wastewater quantities. A summary of the "Equivalent Dwelling Units" as shown on Table 3-1 herein is shown below: SUMMARY OF EQUIVALENT DWELLING UNITS Residential 1,238 Conune~i~ 355 Hotel/Conference Center 1,188 TOTAL 2,781 }!2s The quantity of wastewater to be generated by the study area is estimated as follows: 2,781 EDU x 320 gallons per day per EDU, average daily flow = 889,920 gpd or 0.90 million gallons per day. 4.03 WASTEWATER COLLECTION SYSTEM A wastewater collection system will consist of a network of interceptor, collector~ lateral and service connection sewers all designed and constructed in accordance with the Sanitary Design and Construction Standards of the Arrowhead Springs Development serving agency. In general, most of the areas will conduct wastewater in sewers by gravity flow. Most likely, there will be areas in the mountainous terrain where a wastewater lift station will be required. This lift station will collect the gravity flow in a receiving chamber and pumps will lift the wastewater to the elevation where it can flow by gravity to the wastewater treatment plant. A general layout of the collection system and wastewater treatment plant is shown on Plate 4-1. Sewers will be constructed within paved roads where available and only within easements when necessary for structure service. All sewers and manholes shall be available for immediate access by maintenance people and equipment. This is necessary for routine maintenance and emergency conditions. All federal, state and local safety conditions including OSHA shall be designed into the wastewater system and all safety orders followed. The wastewater collection system will be constructed in phases as development progresses within the phasing of the project. The collection system will commence in the lower part of the development where the wastewater treatment plant will be located. Please refer to Plate 4-1 for the schematic collection system and treatment plant location. 4.04 WASTEWATER TREATMENT The ultimate wastewater flows have been estimated at 0.9 million gallons per day, average daily flow (MGD, ADF) when the project is fully constructed and occupied. Within this Section, the following items will be discussed: · Develop design parameters for wastewater loadings for wastewater treatment plant (WWTP) design; · Describe spray irrigation effluent requirements; · Describe WWTP treatment process and required redundancy in the design; · Describe WWTP phasing according to the absorption schedule from development phasing; · Describe the spray irrigation process of effluent reuse and provide effluent parameter limitations; ):29 . Calculate the area required for spray irrigation reuse and describe the necessary spray irrigation reuse infrastructure; · Recommend a wet weather wastewater influent storage volwne; · Describe other design considerations such as noise abatement, odor control, power requirements and lighting. The concept for treatment and effluent disposal is to treat the wastewater sufficiently to obtain an effluent, which 'Will meet Title 22, California Code of Regulations. WASTEWATER LOADINGS In addition to wastewater flows, wastewater influent loading is necessary for the design of the wastewater treatment plant. The standards for calculating biochemical oxygen demands (BOD) and total suspended solids (fSS) for residential development are listed below in Table 4-1: Table 4-1 Design Criteria For Wastewater Influent Loading Residential Developments Parameter Influent Design Value Biological Oxygen Demand (BOD) 12 Ibs/day/1 000 ft3 of Unit Volume (300 mg/l) Total Suspended Solids 12 lbs/d ayl 1 000 ft3 of Unit V olwne (300 mg/I) In addition to the residential development, a planned hotel, commercial and recreational areas are planned and the units design values have been increased to reflect this development. EFFLUENT REQUIREMENTS FOR SPRAY IRRlGA TION Effiuent requirements for treated wastewater are under the jurisdiction of several state and local agencies. Federal and California state law for reuse water are outlined in the California Water Code. The State of California Department of Health Services (DOHS) has mandated reuse water quality standards under Section 13521 of the Porter-Cologne Act. DOHS has developed comprehensive reuse regulations that establish treatment processes, water quality criteria and treatment reliability requirements to ensure public health and safety. These regulations are listed in the California Code of Regulations (DDR) Title 22. The Santa Ana Regional Water Quality Control Board (SARWQCB) is responsible for enforcing these regulations to the wastewater producers and users. Eflluent will be reused by spray irrigation methods on common areas of the development including parks, golf course, open areas and aesthetic plantings. This type of effluent is described as Landscape Irrigation in Title 22, Article 4. Since the effluent will be reused 30 J-30 in close proximity of human contact and habitation, a tertiary effluent will be used for spray irrigation. Tertiary treated wastewater shall be at all times adequately disinfected, oxidized, coagulated, clarified and filtered. Effluent limitations are listed in Table 4-2 below: 31 J-31 .... ..t Q) - l'l ii: . -.--.T-~r--.'----'._-----I-- I . ~ 11J,Z 01-0 j::<(- <;=:t;:E ::!iWww wt-...It- ::t:(I)...Icn o~o>- CI)>ocn .. S 0- <D .. o Gl .. ~ SCD .!:en "- .21/) <.) .. ~~ o CD oen - c: <D E ... III I: !..! ....a.. o LlL~-"-__ , I I l~-l -;;_~J 'II '" '" ::; ~ '" g. o fL ,"r . ![t. g- ~ /~ e "5 "----. .s () -= r--'--._~" ~ ! ~ ; ,. ~ :Ii , .. \\,----1 \, I r- .' i l~' ~ , 7"J"~?:c"~L:"~~p]__ " I 'f .J! "/--:--::-'''1.- - - ,1 ~, h~;'~;-::~:~::-7<~ (f( n "\' I~ It1f!~>/--'-r~~:/.J :i; ~ I/~ - ~$v I !'.,I': fi /',-'/.' ~~Y~l I ' ~~~~~______J i,:l(~_})) .., 5: ~ f~ ~ ;::' CD 51 :3 ~~ '" J-32 "" Q <:) N >- "5 ..., fJ) C) z ii: a. fJ) Cl <3:)- w.... :1:0:: ~w 00. 0::0 0::0:: <(a.. " <; .. <; .2 ~ u o ..J '" '" n: :;; i" ! . r"--.t, ;~""~, " " '" ~l'1. f~ I- 0 "if.j "'- III '" " "''' Eii: o..w 1 i .l~ i" · ,_ I ~ ,! ;; i'! ;;; I/) Q) o ~ CD en C) c:: :p :; UI c:: o o Table 4-2 Effluent Limitations For Spray Irrigation Landscape Irrigation Parameter Effluent Design Value Median Number of Coliform Organisms 2.2 per 100 milliliters as determined from the bacteriological results of the 7 days for which the analysis have been completed. Number of Coliform Organisms 23 per 100 milliliters in any sample Biological Oxygen Demand (BOD) 5mgll Total Suspended Solids (TSS) 5 mg/l Turbidity 2 NTIJ Nitrogen 10 mg/l (current) 5 mgll (future) Chlorine Residual 5mgll The proposed WWTP will be designed to meet these limitations. W ASTEW A TER TREATMENT PROCESS AND REDUNDANCY a. General The treatment process being considered for this project is a Micro filtrate membrane bioreactor, or commonly called micro filtration. This process was considered because of the compact nature of the plant and reasonably simple maintenance and operation to provide the quality of effluent for unrestricted irrigation. Typically, the entire process can be housed within a structure whose architecture will fit into the neighborhood and contain sound and odor control. The process units can be constructed in phases to accommodate the progress of development and construction. b. Treatment Process An influent lift station will place wastewater at an elevation to enter the Hcadworks which will contain influent fine screens with a minimum 3/8" opening and an aerated grit chamber prior to entering thc nitrification/de-nitrification chamber. A SymBio™ Basin will be provided to receive the screened influent and perform simultaneous nitrification/de-nitrification using nicotinamide adenine dinucleotide (NADH) concentration level monitoring. The basin will have a fine bubble aeration r J-j3 system with a dedicated blower equipped with a variable frequency drive (VFD). The operating dissolved oxygen (DO) will be in the range of 0.2-0.6 ppm. There will be a mechanical mixer to avoid settling at low flowlloading conditions. The treated water from the basin will be fed to the membrane bioreactor (MBR). The MBR will be designed to operate at high MLSS (15,000-20,000 mgll TSS) and with design flux rates at 15 gallons per square foot per day with peaks of 30 gallons per square foot per day for periods of 6-12 hours. Mixed liquor will be pumped using re-circulation pumps to the SymBio™ Basin at a rate of2Q. The membrane cassettes will incorporate integrated diffused air systems. The MBR wiU contain stacked membrane cassettes with flat panel membrane cartridges with an average porosity of 0.4 microns. The bottom diffuser case will support the membrane case and house a coarse-bubble aeration system. Bubbles generated by the blower are emitted at the diffuser and channeled upward between each of the membrane cartridges as they rise to the surface. The channeled bubbles accomplish three important objectives by providing adequate oxygen to maintain design :MLSS (cell respiration), scouring the membranes to prevent fouling, and creating a pressure gradient between the top and bottom of the membrane unit. The pressure gradient created by the rising bubbles induces an upward cross-flow of mixed liquor over the membranes (0.5 mfs). The liquor is filtered as it flows across the membrane due to trans-membrane pressure gradient created by liquid head above the permeate header or by pump. The flux, or filter rate per area., is directly proportional to the trans-membrane pressure difference which is roughly equal to the liquid head above the permeate header for gravity applications. In most cases, approximately two (2) feet of head is required to meet the design flow conditions and an additional head is required to accommodate the design peak. flow rate. Since equalization will take place within the nitrification/de-nitrification basin and the MBR the flux rates will be controlled using flow control valves. Over time the side water depth to overcome flow resistance due to membrane fouling increases. At a given depth, the unit (or individual cassettes) must be taken offline and the membranes flushed. Once cleaned, the water depth returns to its original leveL On average, it is necessary to chemically treat a membrane unit every six months. The membrane units are cleaned in-place by injecting, or pouring, a dilute solution of bleach or oxalic acid into the permeate line. The cassettes are cleaned in-place and should take about two hours to complete. The chemical used to clean the membrane depends on the substrate treated in the MBR. For organic substrates bleach is used and for inorganic substrates, oxalic acid. Etlluent will flow to the tertiary filters and disinfection units and after disinfection, the effluent will accumulate in an effluent basin where it will be pumped to a place of use. 34 J-34 The treatment plant will have rednndancy where if any unit fails, there is a standby unit that will automatically come online. There will be standby generator (s) ready to provide electrical energy if the normal power source fails. An operator will automatiCaIIYi? notified if any unit (s) fail or the effiuent or process requires attention. During (I/; weather, there may be a time where the effluent must be stored rather than used or irrigation. A thirty (30) day storage facility is required. In this case, a storage facility to hold 33,000,000 million gallons, or 101.26 acre-feet of effluent must be provided. Normally this is done in an open pond nearby the treatment plant so the effluent can be reclaimed and put to irrigation use. A flow diagram for the treatment process is shown on Plate 4-2. 4.05 WASTEWATER COLLECTION A wastewater collection system will be constructed to collect sewage from the various structures throughout the development and conduct the raw sewage in closed conduits through house connection sewers, lateral sewers, main sewers and interceptor sewers to the treatment plant. The sewers will be designed with a minimum flow of 2-feet per second at minimum flow to prevent sedimentation and solids from falling out and a maximum of 10 feet per second to prevent scouring of the sewers. When constructe<L all sewers will be tested for tightness with air and manholes tested with water to minimize leakage into the surronnding soil. Only when absolutely necessary will wastewater lift stations be allowed to be constructed and only then when no alternative solution is available. The wastewater will be received in a chamber and allowed to accumulate until a pre determined level is reached and then the wastewater will be pumped to a higher elevation, allowing it to flow by gravity. The mechanical units of the lift station will be located above grolUld and have a secondary source of energy to pump the sewage if the primary source of energy or the pump on-call does not operate. The switch over must be instantaneous without delays. At the same time, a SCADA System will notify an on-duty wastewater operator for inunediate action. The use of low spots such as an inverted siphon is discouraged. To simply maintain a shallower depth of the sewer by installing such a device, will not be a reason for its installation. Close attention to design of the sewers will be necessary to minimize the possibility of overflows, spills and stoppages that could contaminate the watersheds, streams and visual aesthetics of the adjacent areas. 4.06 PERMITTING The planning for the wastewater effluent is to use the water for irrigation. There are areas of potential use on the property such as: . Golf Course . Landscapes . Roadscapes · Parks Open Space J'::~5 . Natural Open Space . Low combustion fuel areas for perimeter fire protection There appears to be adequate area that will require regular irrigation, which will utilize the effluent produced and additional water from the properties. Within Section 5, entitled Irrigation Water, the water requirements will be examined and quantities detennined. With the use of the effluent for irrigation, there will be no discharge of the effluent and therefore, no Report of Waste Discharge will be required from the Santa Ana Regional Water Quality Control Board. What will be required will be an approval of an "Engineering Report for the Production, Distribution and Use of Recycled Water". The approval will be from the State of California, Department of Health Services, Drinking Water Division, and consulting to the Health Services will be the Santa Ana Regional Water Quality Control Board, Santa Ana Region and the Recycled Water Unit of the Technical Branch, State of California, department of Health Services, Drinking Water Division. The Environmental Impact Report for the project which includes the treatment plant will be approved with the Specific Plan and the other approvals will come from: . Site approval for the treatment plant site by the City of San Bernardino . Engineering Report for the Production, Distribution and use of Recycled Water by the State Department of Health Services . Wastewater Treatment Plant Permit from the South Coast Air Quality Control District . There will be other permits require for hazardous material handling, stonn water containment and similar items. 36 J-36 ~Cij Gl ! "00. ~i5 I !,a,;;] ,'ia'S!} .'. .<1t:,;-'''';~" : "'(e'!' .k~.' i m.,., _'~~:'...._-,', ! -..'. ,:,:-,,"',-": ...,,' /Del) (1)01 Gl"O ~ ::I )(- Wet) ... $ l':I ;: "t:I CD ~ E CD CC Gl ~ III Gl -l/:J a.~ 0.... 1-0 t r~':;i:"'/ '.'-';,"IlI. ",t!l.....'.". ,..,~',I;:~','",. -s {ill .~~~,~~~.~, .c: lO ~ .l( ~ l'll CD c: C ,Cc ..~o O,tf"':P 'tc..la, ;2'ii ;:"'':::,'''::1 ,ia~ ~I ~I .a Gl rr: ~'"' . ';:" e ';:. !l,'~. .~ e la' '~ . e,.c: "0.. ~,9 I '~'l:' :x:.~ 1 -'~--- ~-----,_._--,-,,~-"'- -~ c o ,;:. is GJ(/) , ~,~ oS..... , J-37 ::2.... ~j C)Q.UI :$C~ o (1).- s:Sa. 010cn .....tf'tJ U-I-Z O..."c i=~~ <(;:... ::!1Q).:( W- :t: UI Om (/)5: Plate 4-2 rn CD o .~ ''It Cl)Q UJo aN c:>o, E:; :::J'"') fI) c: o o SECTION 5 IRRIGATION WATER 5.01 GENERAL Irrigation Water will be provided through four separate sources; (1) recycled water from the wastewater treatment plant; (2) stream flows on the property; (3) wells from San Bernardino Basin; and (4) ..Steam Cave Well". The wastewater will be a constant flow, increasing as the development occurs. In the early stages of development, the waters from Waterman Creek (West Twin Creek) will be used to supply the irrigation needs. This water will be diverted from the stream and allowed to settle prior to use. As water from the wastewater treatment plant becomes available, it will be mixed with the stream flows and used. During the development period of the Arrowhead Springs Project, the quantity of effiuent will increase, as the properties are occupied. Supplemental water will be provided from a redundancy well in the San Bernardino Basin. Water for use in irrigating the "low combustible fuel areas" surrounding the existing developed area is provided by '.Steam Cave Well". 5.02 IRRIGATION REQUIREMENTS Irrigation is proposed to take place on the following areas: . Golf Course . Parks . Selected Open Space . Landscapes . Roadscapes . Low Combustion Fuel Fire Breaks The golf course is proposed as a championship sized course and the irrigated area is estimated at 199 acres. Of this area, 100 acres are estimated to be irrigated with the remaining area in lakes, hardscapes and the like. With this area under irrigation, the initial quantity is estimated to be 780 acre-feet annually, based upon an 80 acre course in the general area requiring 625 acre feet. Watcr requirements vary with the weather being the principal reason causing the growth to increase or decline with precipitation and temperature. The following table 5-1 shows the annual deviations of water requirements: 38 J-38 Table 5..1 Golf Course Irrigation Water Demands Based on 780 Acre-.Feet Annually Month Use Factor Irrigation Demand (Ae. Ft.) 22.6 30.4 49.9 74.1 100.6 106.1 120.1 103.0 74.9 52.3 28.1 17.9 January February March April May June July August September October November December 0.029 0.039 0.064 0.095 0.129 0.136 0.154 0.132 0.096 0.067 0.036 0.023 Daily Requirement (Million Gallons) 0.238 0.354 0.524 0.805 L058 1.152 1.262 l.083 0.814 0.550 0.305 0.182 The irrigation of areas other than the golf course will be from non-potable water, the same as the golf course. There will be some integration of the two systems for the sake of simplicity and redundancy, so that both areas will have the benefit of all waters available. The actual areas of irrigation have yet to be specifically designed and delineated so that an accurate area of land can be computed. Areas such as the lawns and ornamental planting around such facilities as hotels, office buildings, conunercial areas, parks, common spaces, roadscapes and other public and private areas can be irrigated and the domestic water saved. We have estimated the landscaped ar~ deducting the golf course at 250 acres. To serve this 250 acre irrigation area, we estimate that an annual application of five feet (5') of irrigation water. lbis results in a quantity of 1,250 acre feet annually. The area to be maintained as a low combustible fuel area has not been clearly established. The irrigation of this area will not be a continuous application, but only when natural moisture is not present for plant growth and maintenance. For this fuel break, we estimate an area 200 feet in width with a length of 10,000 feet. The golf course in many areas will act as a fuel break, reducing the designated area. The estimated water application is 2.0 feet annually. 'This will convert to a quantity of 12.3 acre-feet of water annually. Much of this will depend upon the plant species used and the natural precipitation in the area. The low combustible fuel area is proposed to be irrigated only with stream water since domestic water will be taken from Coldwater Canyon and Strawberry Creek. The water application period is presently proposed to be during the months from June through November. This six month period would require an even application of about two (2) acre feet per month except when a fire may threaten the area, then extra water application for a 39 J-39 short period may be called for. The annual application rate for the 1,250 acre feet of irrigation water will be similar to the golf course and the following Table 5-2 illustrates the application rate. Table 5-2 General Irrigation 1,250-Acre Feet Per Year Month Use Factor Irrigation Daily Demand Requirement CAe. Ft.) (MGD) January 0.029 36.25 0.381 February 0.039 48.75 0.567 March 0.064 80.00 0.841 April 0.095 118.75 1.290 May 0.129 161.25 1.695 June 0.136 170.00 1.847 July 0.154 192.50 2.024 August 0.132 165.00 1.734 September 0.096 120.00 1.304 October 0.067 83.75 0.880 November 0.036 45.00 0,489 December 0.023 28.75 0.302 To understand the total irrigation water requirements and the estimated distribution of monthly deviations in arumal average estimated requirements, the combined totals are summarized. The golf course, general irrigation and low combustible fuel areas are shown in Table 5-3 and summarized so that the necessary ultimate water source is known. Month January February March April May June July August September Table 5-3 Summary of Irrigation Demands (Shown in Million Gallous per Day) Golf General Fire Course Irrigation Break 0.238 0.381 -0- 0.354 0.567 -0- 0.524 0.841 -0- 0.805 1.290 -0- ].058 1.695 -0- 1.152 1.847 0.022 1.262 2.024 0.022 1.083 1.734 0.022 0.814 ] .304 0.022 40 J-40 Total 0.619 0.921 1.365 2.095 2.753 3.021 3.308 2.839 2.140 October November December 0.550 0.305 0.182 0.880 0.489 0.302 0.022 0.022 -0- 1.452 0.816 0.484 The maximum daily irrigation water requirement is shown for the average day of July for a quantity of 3308 million gallons. The average quantity will be increased by fifteen percent (15 %) to account for any increase in anyone day. This results in an estimated requirement of 3.08 million gallons for the highest daily requirement and this is the quantity that the water source must be designed for. During the construction period, particularly during the earthwork period early on, water will be required for compaction and dust controL Depending upon the amount of earth moved, the water quantity needed will vary. We can anticipate a need of about 500,000 gallons per day but this can change. 5.03 IRRIGATION WATER SOURCE There will be two sources of irrigation water, recycled wastewater and stream flow. Upon completion of the project and occupancy has occurred, we would expect a recycled water flow of eighty five percent (85%) of the designed flow or 0.765 million gallons per day. Waterman Canyon Creek (West Twin Creek) will be the surface water source with the diversion point being at the historic West Twin Creek Water Company diversion. Domestic water will be diverted from East Twin Creek, Coldwater Creek and Strawberry Creek. Historically, the hotel received drinking water from coldwater Creek and irrigation from Strawberry Creek with the Del Rosa Mutual Water Company diversion point downstream. Initially, there will be little or no wastewater to be recycled for use. The treatment plant must be permitted, designed, constructed and tested along with the completion of the " Engineering Report for the Production, Distribution and Use of RecycIed Water" must be processed through the State Department of Health Services, Drinking Water Division. Site approvals and a completed EIR, covering the Treatment Plant must be certified. If the treatment plant EIR is included with the Specific Plan, the processing of the treatment plant permitting will take a minimum of 12 months and more like 18 months if all goes welL There is a Preliminary Absorption Schedule for the Arrowhead Properties, which is quite aggressive, showing a build-out within three and one-half years after start of construction. The first six (6) months of construction will include infrastructure implementation and it will require the construction of the domestic water system source of supply, distribution reservoirs, pipelines and fire hydrants prior to the delivery of combustible building materials to the site. At the same time and possibly lagging some, the construction of the wastewater treatment plant must be completed. For both the domestic water system and the wastewater system, the facilities will be constructed in phases to complement the construction of habitable structures. The Preliminary Absorption Schedule is shown on Plate 5-1. If we assume a straight line occupancy over the three (3) year construction period, the generation of recycled wastewater will be as shown below in Table 5-4. 41 J-41 Table 5-4 Preliminary Recycled Wastewater Generation Schedule Year 1............ ........ .......... ......296,640 gpd Year 2.. . .. .. . . . . . . .. . . . . . .. . . . . .. . . .. . . . . 593,280 gpd Year 3......... ...... ..... ............. ...889,920 gpd The average annual flows within West Twin Creek, (Waterman Canyon Creek) have averaged 2,491 acre-feet per year. There have been years when the flows have been higher and much lower. There have been years such as 1961 when West Twin Creek discharged only 192 acre-feet of water. The deficiency of water must be made up from other sources such as wells in the San Bernardino Basin. The 2030 acre-feet of irrigation water required less the 997 acre-feet of recycled water, leaves 1,033 acre-feet to be produced from stream flow, wells or a combination of both. In normal years, the stream can provide adequate water but during low flow periods, alternate water sources must be made available. The irrigation areas will have ponds and reservoirs for redundancy within the water source system. There will be a redundancy well within the San Bernardino Basin to provide water to the domestic water system. Water could be produced from this well and distributed through the irrigation system to make up any deficiencies 5.04 IRRIGATION WATER DISTRIBUTION The water produced from the various sources must be accumulated and distributed to the places of use. The water must be available for "on-demand" use at any time at any location within the development. There must be redundancy within the system to provide a continuous source of usable water. The stream flows must have the deleterious material removed by screening or filtration so the water, may be applied by sprinklers. The well and recycled water will not require this process. To collect the irrigation water sources so they may be distributed to the proper places of use, the following description and Plate No. 5-2 will delineate this plan: . Collect the water sources from West Twin Creek, East Twin Creek (Del Rosa Mutual Diversion, Recycled Water from the wastewater treatment plant and any needed water from the redundancy well in the San Bernardino Basin. This collection point will be an existing pond proposed for irrigation uses and not used today for that purpose. . Allow water to irrigate areas down gradient from this pond. . A booster station at this pond will lift the water to two reservoirs at the same elevation, one with a capacity of 1.5 million gallons and the other 0.75 million gallons. The booster station would have a capacity of 3,100 gallons per minute. . The areas down gradient from these reservoirs would be furnished water, including the golf course and its lakes. . The runoff within the drainages to Coldwater Creek and Strawberry Creek would be controlled so no runoff would leave the irrigation area and reach those streams. 42 J-42 . At the 0.75 million gallon reservoir, there will be a booster station with a capacity of 800 gallons per minute to lift the water to another 0.75 million gallon reservoir at the upper end of the development. . There is, an existing wann water well known as the "Steam Cave Well" which can be used to irrigate the "low combustible fuel area" on the nQrtherly and easterly areas surrounding the existing developed area to inhibit or slow wildfires from reaching the development. The pipelines for irrigation will be located in roads and rights of ways in which domestic water is located. To distinguish one conduit from the other, the State Department of Health Services, Drinking Water Section calls for pipelines carrying recycled water to be colored "Purple", Where non-potable water is being carried and does not have any recycled water, the international color for non-potable water will be used. This non- potable pipeline color is yellow. As the development occurs there are most likely changes to the irrigation areas and requirements that will modifY the facilities and changes will occur. This is a backbone system that can adapt to those changes and is flexible enough to remain viable. Within the system, there is one day of storage for gravity flow without the need from the golf course lakes and other water features within the project. The non-potable water system for the irrigation of the low combustible fuel area has a reservoir of 0.50 million gallons capacity that will contain about 22 days of use. This will allow heavier watering if a fire approaches or if the power is out at the well, there is ample water for use. 43 J-43 PLATE 5-1 ABSORPTION SCHEDULE 44 J-44 - ---------,---,._---,.~ ~-~~.,-----~ N .. (/) ~ .E C> " ~ ~ "iO .. Z r/l Gl ~ o. '" '" " S ~ Q. ~d) c;; a:: Il> ... .e e .,<;;; ..g .. ii: 1;;"" " u III .. '" 3::;: ~ -'" n. ii: ~ ~ 3: .. - '" .. GO " 0 " ., th .~ o .. .2-g Qj c ;:; :;; :i5~ .to- :;:~ " -C u:~ ~.E~ "0 .g~ .. J!I- Ef-c ..0 0 dl WZ ~.. .. .. .. u ~ cf~ IOU) rn -c e- .. <: 8<1;.! <l)- zo u '-' u_ ",12 :~~- ~ E o ~ :>.~ i74i .. :>- '" . .. :t'ii ~ 0: CD c:J Oi=:iE "'" .... .. -go. .. c .. ~~ WI- .. 0 ..S- o. " "0'" 0 o. ...!'!- l'l 0 0" O:>'t: .... :Z:o:: l: 0 0:", 0::... iiii3 woO: (lJ 0: 0::... rn Z Zo:: --'It..~ 0 +- m<(W z (;) 3:w "5 ~C)1- , , N On. W I I II ~ LJ III O-U) 0 . . (I >- 0::0 l: <(0::)- UJ . @ "5 0::0:: 0 m~U) ...I .., <CD.. 0 ______~.~~_____~c~___~~.____~__ I I I r-'~ , ' i ~. 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