1204
is bounded by the San Bernardino Mountains to the north; Cherry Valley to the northwest; the City of Beaumont to the west and southwest; un in corporated County area to the south; the San Jaci nto Mountains to the southeast; and the Morongo Band of Miss ion Indi ans and uni ncorporated community of Cabazon to the east. The City' s total land area is 14, 848 acres or
23. 2 square mile s. See Figure 1 on the following page for a map of the City boundaries .
The City' s w ater service area comprises 100 percent of the popu lat ion res id ing within the City li mit s, and a small unincorporated area of Rivers ide County. The City' s Water Service Area comprise s about 16, 908 acres or 26. 4 square miles .
The City is a retai l agency and w ith in the San Gorgonio Pass Subbasin portion of the Coache lla Valley Groundwater Basin . The City is a member of the San Gorgonio Pass Regiona l Water Alli ance Alliance ). The Alliance was created to identify challenges in water supply and water qua lity in the region and to improve coordinatio n and communication among local , state, and federa l government s and wate r purveyo rs and ot he r water re source stakeholders in t h e San Gorgonio Pass region.
Sinc e 2015, the City ha s part icipated in the follow ing two additional agreements:
1. Sa n Gorgonio Integrated Regional Water Management Group, which includes: City of Ban ning, Banning Heights Mutua l Water Company, Cabazon Water District, High Valleys Water District, Riverside Cou nty Flood Contro l and Water Conservation District ( CFCWCD), and the San Go rgonio Pa ss Water Agency. 2 . Sa n Gorgonio Pass Subbasin Groundw ater Sustainab ility Agency, which includes: the Dese rt Water Agency, Banning Heights Mutual Water Dist rict, Cabazon Water Di strict, Miss ion Spr ings Water District, San Gorgonio Pass Water Agency and the City of Banning.
3 . Sa n Timoteo Groundwater Susta inab ility Agency, which in cludes: City of Banning, Bea umont- Cherry Valley Water District, City of Red la nds, Yucaipa Valley Water District , San Gorgonio Pass Water Age ncy.
The City participates in the Bea umont Management Zone ( BMZ) Maximum Benefits Pr ogram, wh ic h is under the oversig ht of t he RWQCB and is intended to ensure the long- term sust ai nability of water qua lity in the BMZ. Yucaipa Va lley Water Di strict, Beaumont Cherry Va lley Water District, and City of Beaumont al so parti cipate in the program.
Page I 2
Figure 1. City of Bonning Project Mop { courtesy of 2018 Integrated Master Plan / 2018 IMP)) Cc;.--
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Page I 3
1205
13 1 Land Use
The City includes a mixture of residentia l uses and equestrian estates, combined with more recently planned residential housing developments. The community focal point is an extended commercial downtown stretch ing along Ramsey Street. Ramsey Street largely parallels Interstate 10; co nse quently, one can find almost any type of restaurant, bank, or service station here - a wider variety than one would expect in a city of this size. Table 1 provides some basic statist ics on current land use and economy for the County of Riverside and the City . Figure 2 on the following page shows the City' s known developments, which includes the agricultural, open space, and community areas.
Table 1. Current Land Use & Economic Statistics for Riverside County and City of Bonning Land Item Riverside Co unty Banning
Land Area ( sq. mi les) 7,206 sq. miles 23 sq. miles
T T
Land Area ( acres) 4, 611, 840 acres 14, 720 acres -
Agricultural Land 263, 796 acres 1,200 ac res
Developed land 165, 151 acres 428 acres
Population 2,470, 546 .. 31, 125
Housing Unit s 857, 1 48 10, 991 -
Median Home Price $ 350, 100 $ 234, 900 -
Owner Occupancy Rate 66. 3 % 65 .9% -
Employed ( 16yrs +) 59 .7% 44. 5%
Median Household Income $ 67, 005 -$ 42, 274
Percent in Po verty 11. 3% - 20. 6%
Manufacturing $ 15. 1 Billion $ 72. 8 Million
Agricu lture/ Crops $ 3.9 Billion - N/ A
Retail & Wholesale Sa les $ 43. 8 Billion $ 248 . 7 Mi llion Page I 4
Figure 2. City of Banning - Known Developments ( courtesy of 2018 IMP} CP.,_11_..
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1206
1 3 2 Cl mate
The City is located within the San Gorgon io Pass, wh ich is a transitiona l zone where coasta l climates transition to desert, resulting in significantly differing landscape and geology. The climate can best be characterized by hot, dry summers and short, mild winters. The reg ion receives an average annual rainfall of approximate ly 19. 7 inches, most of w hich takes place between December and March. Evapotranspiration ( ETo) in the area ranges from 7.88 inches in July to 1.94 inches in December.
As the State of California and the Riverside County region has undergone a several- year drought, rainfall has been much lower in the City. Recent ETo and rainfall for the City is listed in Table 2. 1 3.3 Population
Table 2. Recent Climate Characteristics / 2022 - 2023)
CIMIS Station 239 ( Hemet)
cimis. woter. ca. gov)
Month Rainfall ( m .) Et o (, n .)
Mar ( 2022) 0. 69 2.30
Apr ( 2022) 0 .27 3.15
May ( 2022) 0. 00 4. 21
Jun ( 2022) 0. 02 6.14
Jul ( 2022) 0. 00 7.89
Aug ( 2022 ) 0. 00 7.70
Sep ( 2022) 0. 17 9. 16
Oct ( 2022) 0.25 8.34
Nov ( 2022) 1. 77 6.47
Dec ( 2022) 1. 18 4.65
Jan ( 2023) 0. 91 2.87
Feb ( 2023) 0. 69 2. 13
Totals 5.95 65 .01
Accord ing to the 2020 Census Data, the resident population of the City is 29, 528, and estimated to be 30, 273 as of Ju ly 1, 2021. Since the City' s water service area comprises 100 percent of the population residing within the City limits, the tota l current resident pop ulation served by t he City' s water system is approximately 31, 125 persons, incl uding those outs ide Ci t y lim its. The City is currently experiencing a peak population, based on State of California Department of Finance estimates. Since the City is a commercial and government- services center for the region, daytime population increases demand for potable water beyond the Ci t y's resi d ent popu lat ion .
Page I 6
1 4 Reclaimed Water Area
There are no non- pot ab le rec laimed wate r uses tha t ha ve been imp lemented in Banning.
Currently, the City' s exis t ing non- pota b le w at er sys t em delivers water from a non- potable groundwater we ll, Well M7, to Sun Lakes Coun try Clu b for irrigation use. Th e City has begun constructing a 24- inch diameter pipe line to connec t th e exist in g non- potab le water pi pe to th e WWTP. The backbone pi peline is expected to be comp leted , tested, and accep t ed by the end of 2023. Once reclaimed wa t er becomes availab le from the upgraded WWTP, the WWTP w ill replace Well M7 to serve Sun Lakes Co untry Clu b and oth er irriga ti on cus tome rs as part of th is Project. The ex isting non- p otable wate r system an d planned backbone p ipeli ne are shown in Figure 3 below.
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Figure 3. City of Banning Reclaimed Water Area / courtesy of 2018 IMP) f
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Page I 7
1207
2. STATEMENT OF PROBLEM AND NEEDS
2 : Introduction
This section reviews the City' s need for water reclamation, as we ll as short- and long- term recycled water dema nds and sup pl ies. This section also includes discussions of sources of additional supplie s and water quality concerns.
2 2 Need for Water Reclamation
With climate change bringing on more unpredictable and severe variations in weather which have re cently been more frequent, and longer duration droughts in California and the entire Western United States, it is crucial for wa ter agencies to engage in comprehensive planning to develop and implement sustainable sou rces of wa ter. The effects of drought are clearly demonstrated with the Governor of California declaring a statewide State of Emergen cy due to drought. The Governor' s State of Emergency declaration is accompanied by a call for all state reside nt s to cut down on water use by 15%.
The last severe drought to affect the State occurred only a few years ago between 2012- 2017 with 2013- 2014 havin g extraordinarily dry conditions. The current drought may even be on a more dire path as the 2020 water year was the third drie st water year on record in the last 127 years. With climate change resulting in hotter, drier summers and red uced precipitation, severe and prolonged droughts are forecast to be a normal part of California' s future .
This wate r reclamation Project wil l generate sustainable supplies to the City' s water supply portfolio that will help Banning better prepare for future water su pp ly challenges.
In addition to drought preparation, water reclamation will hel p reduce the City' s re lia nce on imported wate r. Currently, the City has access to imported water from the Sacramento- San Jaquin River Delta in Northern California through the San Gorgonio Pass Water Agency ( SGP WA).
The Bay Delta water system provides Southern California age ncies with over 1 million acre- feet of water annually. According to the City' s 2020 Urban Water Management Plan ( 2020 UWMP), the City purchased an average of 847 acre- feet per year ( AFY) per year be tween 2010 - 2015, and an average of 752 AFY per year between 2015 - 2020 for groundwater re charge. By providing recyc led non- potable water from the WWTP t o irrigation customers, this will allow the City to rely less on imported water and depend on its loca l water supply to meet non- pota ble wa te r demands.
c 1 Current Water Supplies
2 3 1 Wa ter Source s and Supplies
The City current ly uses potable water and non- potable w ater to meet the water needs of its service area. The City' s water is obtained entirely from groundwater through nineteen ( 19 ) potable groundwater wells, one ( 1) non- potable groundwater well, and three ( 3) co- owned wells Page I 8
with the Beaumont- Cherry Valley Water Distr ict ( BCVWD). The City also has access to imparted water from the Sacramento- San Joaqu in River Delta in Northern California through the SGWPA and surface water from the Whitewater River. Both imported and surface water are used ta recharge the groundwater aquifers.
Imported Water Sources
The SGPWA is one of 29 agen cies in the State that have a State Water Project ( SWP) Water Supply Contract with the Department of Water Resources ( DWR). These agencies receive an allocation from the SWP each year. SGPWA also acquires water supplies through contracts with other agencies and annual water transfers and exchanges. Currently, as a wholesale agency, SGPWA distributes imparted SWP water to three ( 3) member agencies: the City of Banning, BCVWD, and Yucaipa Valley Water District.
Table 3 shows the City' s recent imported water purchases from 2015 to 2020 and compares them to the years 2010 to 2015. As shown in the tab le, the City purchased an average of 752 AYF per year from 2015 to 2020.
Table 3. Imported Water Purchases, courtesy of the 2020 Urban Water Management Plan / 2020 UWMP)
Year Purchases ( AFY)
2015 686
r
2016 1, 477
2017 .. 1, 350
2018 500 ..
2019 250
2020 250
2015- 2020 Avg. 752
r
2010- 2015 Avg. ( 2015 UWMP) 847
Groundwater Sources
The City is within the boundaries of the Coachella Valley Hydrologic Unit, which encompasses several groundwater basins, includ ing the Coachella Valley Groundwater Bas in ( Bas in), within which the City is locate d. The Basin extends from Banning to the Salton Sea.
The City is underlain by the San Gorgonio Pass Sub ba sin ( SGP Subbasin) portion of the Basin . The SGP Subbasin is divided into water storage unit s. The City extracts groundwater from the Banning Page I 9
1208
Storage Unit, the Banning Bench Storage Unit, the Cabazon Storage, the Beaumont Storage Unit, and the Banning Water Canyon Storage Unit.
Over the past five years of operation, groundwater extraction has averaged 7,513 AFY. Table 4 displays the City' s groundwater supplies from 2015 to 2020.
Table 4. Imported Water Purchases, courtesy of the 2020 UWMP Year Prod uction ( AFY)
2015 6,723
2016 7,035
2017 7, 576
2018 7,924
2019 7,226
2020 8, 596
Average 7, 513
2010 - 2015 Avg. ( 2015 UWMP) 8, 246
Currently, the City does not ut ilize the entire capacity of all of its storage units. The maximum annual amount pumped by the City in the past 10 years is just under 9, 000 AFY. Due to the projected developments, the City expects pump ing to increase by 25% within 10 years and over 50% by the end of 2045. Table 5 below shows the City' s projected water supplies and available volumes.
Tab le 5. Projected Water Supply Avoilobility in AFY, courtesy of the 2020 UWMP Year 2025 2030 2035 2040 2045
Basin Projected Projected Projected Projected Projected Available) ( Avai lable) ( Ava ilable) ( Available) ( Available) Beaumont Basin PI 1,491 1,267 1,077 916 778
1 ,491) ( 1 ,267) ( 1,077) ( 916) ( 778)
West Banning 1,430 1,430 1,430 1,430 1,430
Basin ( 1,430) ( 1,430) ( 1,430} ( 1,430} ( 1,430)
Cabazon Bas in 853 960 1,054 1,136 1,208
N/ A) ( N/ A) ( N/ A) ( N/ A) ( N/ A)
Banning Bench 1,055 1,187 1,304 1,330 1,330
1,330) ( 1,330) ( 1,330) ( 1,330) ( 1,330)
Banning Water 3,679 3, 730 3,730 3,730 3, 730
Canyon ( 3 ,730) ( 3,730) ( 3,730) ( 3,730) ( 3,730)
Imported Recharge 250 500 1,000 1,750 2,500
in to Beaumont
Basin
Water Supply 999 2,126 3,156 4,128 4, 991
Deficit !')
Page / 10
Total Available 8, 508 8, 574 8, 595 8, 542 8, 476
Local
Groundwater
Supply
Storage Banked in 42, 169 38, 422 30, 291 19, S10 7, 622 the Beaumont
Basin
N otM;
11The Ctt.y's ap: lroc>riated water rights will con tinue to decrease over time due to overtyin g water righ ts or demand increases. 2) The water sL.ppty def1Cll is cu rren tly covered by Beaumont storage.
Surface Water
The Whitewater Flume wa s built to provide water and power to the City and Banning He ights Mutual Water Company ( BHWMC). BHWMC utilizes approximately 1,000 AFY of the Whitewate r River diversions in the Flume, and the remainder of the diverted water flows into the San Gorgonio River below the Banning Heights Mutual Water Company ( BHMWC) extraction point.
A portion of the natural runoff and the Whitewater Rive r diversions are diverted into sprea ding ponds located approximately one mile north of the Banning Bench in order to increase groundwater recharge.
Since 1913, surface water from the Whitewater River has been diverted into the Banning Water Canyon Storage Unit, with an average of 1,500 AFY diverted into Banning Water Canyon since 1961.
Rights to Groundwater
The City' s rig hts to annual groundwater extraction are shown in Tab le 5. The City will pu ll the differential amounts between the " Projected" and " Availab le" from the Beaumont Basin Storage Account. Water recharged ( i.e ., imported water) in th e Beaumont Basin will also be cred ited in the City' s storage account, allowing the " Proje cted" volume to increase. The City also anti cip ates that it would recharge mo re during wet years so that water supply can be ava ilable during drought periods when local groundwater levels are impacted.
The amount of " Availab le" yield not produced in the Beaumont Basin by the Overlying Wate r Right holders is issue d to the retail agencies, wi th the City of Banning receiving 31. 43% of the Available " yield. The amount of Unused Overlying Water from the Beaumont Basin that will be alloca ted to th e City of Banning is projected to decrease by 15% every fiv e years from 2024 on.
Planned Supply Projects
The City continually reviews practices that will provid e its customers with adequate and reliable supplies. Trained staff continue to ensure the water quality is safe and the water supply will meet presen t and future needs in an environme ntally and economically responsib le manner. The City coordinates its long- term wate r shortage planning wit h SGPWA and other local agencies through the development of the ir respective UWMPs . The City also meets bi -month ly with the San Page I 11
1209
Gorgonio Pass Regional Water Alliance, which is comprised of thirteen ( 13) local water purveyors, to discuss loca l issues w ith different agencies.
Any new City water supply projects will be to add, rep la ce, or upgrade wells to support popu latio n growth and new development. The projects that have been identified to improve the City' s water supply reliab ility and en hance the operations of the City' s facil it ies include replacement of water meters, fire hydrants, valves, and pipelines and construction of new storage reservoir s. 2 3.2 Wastewater Treatment Plant Fi ows
The City provi d es sewer service to the area within City limits and to unincorporated areas of Rivers ide County that surround the southeast portion of the City. The City of Bann ing is respons ible for the co llection, conveyance, treatment, and disposal of wastewate r generated with in its service area. Municipal wastewater in the City' s serv ice area is generated from resident ial , commercial, and institutiona l sewer d ischarges. The City does not currently have any maj or industrial sewer discharges ( i .e., brine). However, there are some cannabis cultivation facilities that will be operat ional soon, which will need to be mon itored and regu lated .
The City' s wastewater collection system drains primarily from west to east. The wastewater discharged from the City is collected from a network of 112 miles of gravity sewer mains. The local collector sewers d ischarge into larger sewer trunk mains, then to the Bann ing WWTP , located in the southeast corner of the City ( see Figure 4 on Page 14), The WWTP ha s a current capacity of 3.6 mil lion ga llons per day ( MGD) and is designed to treat wa st ewater to secondary standard s. The WWTP consists of preliminary treatment, primary treatment, secondary treatment, solids handling, disinfec ti on ( currently not in use ), and evaporation/ perco lation ponds. The pre liminary treatment system cons ists of a mechan ical bar scre en, compactor, grit remova l system, and cyclone separator. Effluent from the pre liminary treatment system is gravity fed to two primary clarifiers. Primary effluent is pumped to two Trickling Filters, each rated for 1.8 MGD. The Trickling Filter effluent is sent to two seco ndary clar ifiers . Seconda ry efflue nt flows through a chlorine contact chamber and is then discharged to 10 unlined evaporation/ perco lation po nds which recharges the Cabazon Groundwater Bas in. Th is recharge is pro vi ded only through surface percolation, and no injection wells are used by the City.
Primary and secondary slu dge is processed via two primary anaerobic digesters. A second- stage dige ster is currently used as a sludge holding tank before thickened slu dge is sent to the sludge drying beds. Sludge is all owed to dry and then is hauled offsite for final disposal. A gravity th ickener wa s used to thicken secondary sludge but is currently not in service. An overall process schematic of t he exi sting WWTP is shown in Figure 5 on Page 15.
The quantities of wastewater generated are proportiona l to the City' population and the water used by its residents. The wastewater fl ows are mete red at the influent point to the WWTP. Total wastewater collected in the City between 2018 and 2022 is shown in Table 6.
Page I 12
Tab le 6. Was tewater Flows Co llecte d in City
Year Wastewater ( AFY) Wastewater ( MGD)
2018 2,259 2.02
20 19 2,234 2. 00
2020 2, 18S 1. 95
202 1 2,226 1. 99
2022 2,307 2.06
Average 2,242 2.00
Due to projected housing developments within the City' s service area, wastewater flow s are expected to significantly change . Based on review of avai lab le data, it was determined that the most accurate forecasting methodology for projected sewer flow included a combination of populat ion and land use flow factors. Table 7 below shows the projected wastewater flows from the years 2023 through 2027:
Tobie 7. Projected Wastewater Flows Collected in Ci ty
Year Flows ( AFY) Flows ( MGD)
2023 2,352 2. 10
2024 2,430 2. 17
2025 2,520 2.25
2026 2,610 2.33
2027 2,700 2.41
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Figure 4. City of Bonning Recloimed Wostewater Treatment Plant Location ( courtesy of 2018 IMP)
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2 3.3 Nor-Potable Groundwater We Capac1t1es
The City has been operating one well (Well M7) and estimates that this well produces an average capacity of approximately 350 gpm. In addition, the City also started to operate a second well Well M 12) in mid-year 2017 with an estimated capacity of approximately 1,000 gpm . Athird well Well NP-1) is located near the WWfP, which was recently equipped. The status and capacities of the wells are summarized in Table 8 .
Table 8 . Existing City Non- Potab le Groundwoter Well Copacities Well Number Current Status Future Status Estimated Estimated Capacity (AFV) Capacity (MGD)
WellM7 Operational Potable 560 0.5
Well M12 Operational Potable 1,568 1.4
Well NP-1 Recently Non -Potable 1,344 1.2
Equipped
Total 3,472 3.1
Page I 15
1211
As li sted in Table 8, the total estimated capacity of the three we lls w ith the addition of Well NP1 is approximately 3,472 AFY ( 3 .1 MGD) of non- potable water . Although We lls M7 and M12 are both equipped, City staff plan s to eventu ally convert Well M7 and Well M12 over to the potab le wate r system by the end of ye ar 2025 and year 2040, respective ly, to supplement the potable water supply . Along with th is co nversion , it is ass umed tha t Well NP- 1 will supp lement the recyc led water system su pp ly. With only Well NP- 1 and W ell M1 2 online by the en d of year 2025, th e groundwater we ll su pp ly is estimated to provide up to 2,912 AFY ( 2 .6 MGD) of non- potab le water. By th e end of year 2040, only Well NP -1 is assumed to be online, w h ich results in a groundwater well sup ply of 1,3 44 AF ( 1.2 MGD). The ca pacit ies listed in MGD reflect th e assumption that wells would be pu mp ing 24 hours per day.
2.3.4 Recycled Water Pr oduct ; on
As mentioned in Section 2.3.1, the Bann ing WWTP is the only w astewater treatment fa ci lity for the City. Th e WWTP currently provides onl y secondary treatment, and the treated wastewater does not meet Title 22 Standards. Fu rther, the City does not use any recycle d water produced by any other neighboring agencies. Thus, no wa stewa te r ha s been " recycled " ( re -used) w ith in the City' s se rvice area from 2019 to 2023, as Tab le 9 in dicates .
Table 9. Recycled Water Produced and/ or Used in City
Year Recycled Water
2019
2020
2021
2022
2023
Produced or Used
AFY)
0 0
0 0
0 The amounts indica ted in Tab le 9 above co in cide with the projections in the City' s 2020 UWMP .
That is, th e 20 20 UWMP d id not project any re cycled water use through the year 20 20 .
J .: Current and Projected Water Demands
2.4 1 Current Wate r Defl" and s
Annual wate r consu mptio n fro m 2016 to 202 0 listed in Tab le 10 ra nge from a high of 8, 325 AF in 20 20 to a low of 6,712 AF in 2016, w ith an average of 7,648 AF.
Page I 16
Table 10. City Recent Water Use
Year Total Consumption Pe r Capita ( GPCD)
AFY)
2016 6, 997 203
r
2017 7,381 213
2018 7, 927 228
2019 7, 297 209
2020 8, 369 240
Average from 2016 to 2020 219
2 4 .2 ProJ ected Wat e r Demand s
Future water use proj ections must con sider significant factors on water demand, such as development and/ or redeve lopme nt, and climate patterns, among other less sign ificant factors that affect wate r demand. Climate condit io ns will continue to be a majo r influence on demand as drought conditions will increase demand at a time when these supplies are lim ited.
The City' s proje cte d wat er use for 2025- 2045 is broken down by sector in Table 11 below.
Table 11. Projected Water Demand by Sector in AFY, courtesy of the 2020 UWMP Sector 2025 2030 2035 2040 2045
Water Service Area
Popu lation
Con sumption Rate ( GPCD)
In cluding 1.0% Annual
Passive Savings
Single Family Residential
Mu lti- Family Residential
Commercial
Industr ial
Institutional/ Governmental
Landscape Irrigation
Total Water Sales
Unaccounted for Water
Total Water Consumption
Total Supply into System)
38, 180
222
4,505
92 2, 263
195
26 977
8, 059
1,448
9, 507
45, 235
211
Demands
5,071
103
2,548
220
29 1100
9, 070
1,630
10, 701
52, 290 59, 345 66, 400
201 191 18 1
5, 569 6,004 6,382
114 123 130
2,798 3,016 3,206
241 260 276
32 35 37
1208 1,302 1,384
9, 961 10, 739 11, 415
1, 790 1,930 2,052
11, 751 12, 670 13, 467
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2.4 3 Proi ected Recyced Water De, nands
The City currently serves one cust omer, Sun Lakes Country Club, with non- potable w ater fr om We ll M7 and We ll M12. Typica l annual dem and for the Sun Lakes Country Club is 850 AFY ( 0 .76 MGD). Since the Sun Lakes Coun try Clu b is loca ted on the w es terly end of the City, once th e City constructs the recycled w ate r backbone pipe line to reach the Sun Lakes Country Clu b, other poten tial custome rs would be within proximity to receive recycled wat er. Therefore, cons tru ction of recycled wa ter facilities w ould prove f easib le if the funding for recycled wate r improvements and pipeline infrastructure was covered, at least in- part, by develop ers, an d an agreemen t was in place fo r th e use of recycled wa t er . The City wou ld th en be able t o provide re cycled water to it s cus t omers. The City' s previous 2006 Re cycled Water Master Plan ( 2006 RWMP) identified potential customers across the Interstate 10 Freew ay. The meth odo logy to determine these custome rs and the ir demands is described in Sec t ion 3. 3. However, the 2018 In tegrated Master Plan in d ica te d that these potent ial customers were not feasible, due to the challenges t o cross the 10 Freeway. Th e po t entia l recycled wa ter custome rs are listed in Table 12 below and sho wn in Figure 6 on the fo llowing page.
Table 12. Potential Recycled Water Users
Customer Recycled Water Demand Recycled Water Demand
AFV) ( MGD)
Existing Customers Currently Using Potable Water or Ground Water from Non- Potable Wells
Sun Lakes Country Club
Banning High School
Dysart Park
Lions Park
Sub t otal
850
175
87 79
1,191 (1)
Ra ncho San Gorgonio
Deve lopmen t
Projected Future Developments
21 7
Notes:
Five Bri dges Development
Neighborhood Park
Subtotal
Total
11) WI I se rve tn Phase I ot the Project
2) Wi I serve in Phase II { future phase) of the Project . 223
35 475 (1)
1, 666
0. 76
0. 16
0.08 0. 07
1. 07
0.19 0. 20
0.03 0.42
1.49 Page I 18
Figure 6. City of Banning Potential Recycled Water Customers ( courtesy of 2018 IMP) J~
2.4.4 Pro1ecteo Water Supo ' y a~d Demand lmbalacces
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Tab le 13 sho w s th e im bala nces between the projected water supplies and demands of th e City.
As shown in the table, demand continues to increase as su pplies decrea se. This ind icates the need for a new, drought- p ro of lo ca l supp ly of w ater to meet the demands of th e City .
Tab le 13 . Projected Water Supply and Demand Imbalances 2025 2030 2035 2040 2045
Total Ava il able Local 8, 508 8,574 8,595 8, 542 8,476 Groundwater Supp ly in AFV
see Tab le 5)
Total Wa ter Cons um pt ion in 9,507 10, 701 11, 751 1 2, 670 13, 467 AFY ( Total Supply in to
System) ( see Table 11)
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Local Groundwater Supply - 999 - 2,127 - 3,156 - 4,128 - 4,991 Shortage in AFY Supplied by
Storage Banked in
Beaumont Basin
Storage Banked in the 47,169 43,422 35 ,291 24,510 12,622 Beaumont Basin in AFY ( see
Table 5)
S Future Recycled Water Supplies
The City plans to upgrade the existing WWTP treatment to meet tertiary treatment standards and facilitate infrastructure to supply recycled water. This proposed expansion described in the 2018 IMP is also in accordance with the City's 2006 RWMP. The proposed WWTP upgrade will include enhancing biological treatment and constructing recycled water laterals along the backbone pipeline. Facilities to be constructed would include recycled water pipelines to transport recycled water to the recycled water customers.
Upon completion of the upgrades, approximately 4,035 AFY ( 3.6 MGD) - the total projected WWTP effluent - of recycled water will be available to recycled water customers. Assuming that the improvements would be completed by the year 2027, projected recycled water use would be as shown in Table 14 below.
Table 14. Proj ected Recycled Water Production and/ or Use Year Phase Recycled Water Recycled Water
Produced/ Used (AFY) Produced/ Used (MGD)
2025
2027
N/A 0
4,035/1,191
0 3.6/1.07
The projected quantities shown in Table 14 above show the recycled water produced and used in Phase I of the project ( described further in Section 4.2). Once the WWTP upgrades are completed, 4,035 AFY ( 3.6 MGD ) will be available for recycled water use. Phase I will serve the existing customers currently using potable water or ground water from non-potable wells (Sun Lakes Country Club, Banning High School, Dysart Park, and Lions Park) with a total demand of 1,191 AFY.
fi Water Quality Concerns
The main water quality concerns are the standards and regulations that the potential recycled water sources currently do not meet. These include the Regional Water Quality Board Order, Title 22 Requirements, and Beaumont Basin Plan requirements.
2 6.1 Regional Water Quality Control Board Order
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On June 30, 2016, the RWQCB adopted Board Order R7-2016-0015 ( Board Order), which describes the Waste Discharge Requirements ( WDRs) and other terms and conditions of operation for the WWTP. The Board Order requires the WWTP to remove constituents that present the greatest risk to groundwater quality such as nitrogen , coliforms, and total dissolved solid ( TDS ). According to the United States Environmental Protection Agency ( US EPA), the maximum contaminant level (MCL} for Nitrate as Nitrogen is 10 mg/l. Per the Board Order, it is assumed all nitrogen available converts to nitrate /nitrite so Total Nitrogen (TN ) is used as the measurement of concern. The wastewater effluent limitations per the Board Order are outlined in Table 15.
Table 15. Banning WWTP Effluent Concentrations and Lim itations Parameter Units Impending Effluent Limits
30-Day Mean 7-Dav Mean
Flow MGD 3.6 N/A
20C BODS mg/L 30 mg/L 45 mg/ L
TSS mg/L 30 mg/L 45 mg/L
pH 6.0-9.0
TDS mg/L Not to Exceed 300 mg/L of the Water Supply
TN(l) mg/L 10 mg N/L
Notes:
1) City does not need to com ply with thi s limit at this time.
The WDRs identified TN and TDS as constituents of concern. Currently, the average TN concentration in the WWTP's effluent is 27 mg-N/L, well above the future TN limit of 10 mg-N/L specified in the Board Order. The two existing Trickling Filters used for secondary treatment at the WWTP are therefore not able to meet the impending water quality limits by the Board Order .
Based on a recent structural condition assessment, bothTrickling Filters are also nearing the end of theirlifecycle. ThisProject therefore involves implementing a new biologicaltreatment system with nitrification/denitrification (NDN} to ensure nitrogen levels in the WWTP's effluent meet the impending Board Order TN requirement . The selected system to replace the existing Trickling Filters is Membrane Bioreactor (MBR). Section 4.6 describes the analysis that was done to select MBR as the recommended biological treatment option for the City.
The WDRs also state that effluent TDS is not to exceed a level of 300 mg/L above the potable water supply "reasonably protects present and anticipated beneficial uses of groundwater in the area," ( typical incremental addition of dissolved salts from domestic water usage is 150 to 380 mg/L.) The level of TDS in Banning's potable water supply is approximately 200 mg/L, which would result in an effluent TDS limit of approximately 500 mg/L. Cu rrently, the average TDS in the treated wastewater is about 390 mg/ L, so future TDS limits in an updated WDR would not require additional treatment.
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2 6 2 Title 22 Requiremen ts
In order for the WWTP effluent to be used as recycled water to meet the current and project non- potable irrigation water demands, it must meet tertiary disinfected recycled water standards. The cu rrent WWTP effluent doe s not comply with State Water Resources Control Board , Division of Drinking Water ( DDW) water recycling criteria outlined in the California Code of Regulations Title 22 requirements . To comply with Title 22, the effluent must meet the follow ing requ irements for " Dis in fected Tertiary Recycled Water":
Average da ily turbid ity less than 2 nephelometric turbidity unit ( NTU); approximately 3 - 5 mg/ L TSS.
Effluent cannot exceed 5 NTU more than 5% of the time .
Effluent cannot exceed 10 NTU at any time .
Coagulant must be added if the influent to the filter exceeds 5 NTU for more than 15 minutes, or 10 NTU at any time.
The d isi nfection process must provide a chlorine residual that provides 450 m ill igram minute s per liter ( mg- m in/ L) under mi nimal modal contact time { CT) of 90 minutes . o Th is corresponds to a res idua l of 5 mg/ Lor less, or any process that ach ieves 5-log virus removal.
Total co liform cannot exceed the ave rage most probable number ( MPN) of 2.2 per 100 milliliters { ml).
No mo re than one samp le per month can exceed an MPN of 23 per 100 ml.
In order to supp ly recycled water, the City will be required to improve the removal efficiency of the existing WWTP to comply with the TN, turbidity, and disinfection requirements. The Project involves imp lementing MBR and chlorine dis infection at the WWTP. These proposed treatment systems ensure that the WWTP will comply with Title 22 requirements for disinfected tertiary re cycled water .
2.6 .3 BeaurY1o~ t Bas n Plan Requirements
In order to serve Sun Lakes Country Cl ub, which is located above the Beaumont Ba sin, the WWTP and Well NP- 1 mu st meet the Beaumont Basin maximum benefit objectives of 330 mg/ L for TDS.
Current ly, the WWTP effluent and Well NP- 1 have an average TDS of 390 mg/ l and 430 mg/ L, respect ively. Therefore, neither so urce currently meets this limit. Due to this re striction , and potential stricterTDS lim its for the San Gorgonio region in the future, a TDStreatment is required .
The prop osed TDS treatment for this Project is a two- stage reverse osmos is { RO) system to be implemented as the last step in th e WWTP treatment pro cess . Detail s about the RO requirements for th e WWTP and Wel l NP- 1 can be found in the RO Analys is Technical Memo in Appendix A.
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3. WATER RECI..AMA.TION, RECYCLING OPPORT\ JNITIES
Introduction
This section provides a discussion of the City' s water reclamation and reuse opportunities includ ing:
Potential uses for reclaimed wate r and sources to be reclaimed Ma rkets availab le to use the water produced
Considerations that may prevent implementation of a water reuse project Water and wastewater agencies with jurisdiction and their facilities Current water reuse
Water reclamation and reuse technology currently in use and opportunities for improvement
0 .' Uses for Reclaimed WaterThe available market is the non - potab le demand from the existing customers currently using potable water or ground water from non- potable we lls as well as the future recycled water customers listed in Section 2.4 Tab le 12 . These customers consist of parks, schoo ls, and other landscape irrigat ion users . The market for water produced by Phase I of this Project { described further in Section 4 .2) is expected to be 1,191 AFY ( 1.07 MGD).
Appendix 8 includes the Rancho San Gorgon io Water Supply Assessment, which states that the Rancho San Gorgonio Deve lopment mu st utilize recycled water for all common area irrigation demands ( see Append ix B, Section 5 " Recycled Water System," pages 37- 41 of the document, page 38- 42 of the PDF). For the other custome rs, discuss ions have been initiated to obtain letters of intent .
Water Marxet Available to Utlllze Rec;lalmed Water
The future recyc led water demand projections listed in Section 2.4 Tab le 12 are based on a revi ew of the identified potent ial customers in the 2006 RWMP. This section describes the methodo logy used to project the future demand potential.
It should be noted that the future demands described here in do not necessarily represent the actual futu re demands . This section is limited to identifying the future demand potential. 3 3. 1 Me: hodology
As described in Section 2.4, the 2006 RWMP identified potential 18 recycled water customers based on the following three crite ria :
l. Location shall be near a recyc led water distribution pipeline or in proximity of othe r potent ial customers .
2. ADD exceeds 10, 000 gpd. Potent ial customers with ADD less than 10, 000 gpd may be eligi ble if their location is near a recycled water pipeline.
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3. Location within City limi ts.
The list of potential recycled water customers was reviewed to determine the current irrigation status of each customer and the feasibility of tying into the recycled water system, resulting in an updated list of 15 customers.
3 .3. 2 Potential CustolT' e'S
Since the 2006 RWMP , several customers, including Caltrans, Repplier Park, and Gilma n Ranch Museum, have reduced demand s due to changes such as drought tolerant landscaping. Based on an ini tial review of the recycled wate r system layout, connecting these customers was not considered cost effective. In addition, customers north of the Interstate 10 would require a secon d pressure zone, resulting in an additional pump, large lengths of pipeline, and additional storage to serve these customers . Since those customers were not large users, City staff decided to keep the recycled water syste m south of the Interstate 10. The customers that are included in th is analys is and their demands are summarized in Section 2.4, and the location of the recycled water customers is shown in Fig ure 6.
1 Considerations That WIii Pteveht lmplementlng Water Reclatnatfon One consideration of concern is water quality, particularly TN and TDS levels of the WWTP . As mentioned previous ly in Section 2.5, the WWTP must comply with the Board Order, Tit le 22, and Beaumont Bas in Plan requirements to supp ly recycled water. One of the main objectives of this Project is the refore to overcome these water quality lim itations by imp lementing treatment systems that will effective ly lower TN and TDS to allowab le levels.
Another co nsideratio n is community push back for tert iary recycled water. With thi s in mind, the commun ity will be involve d w ith this Project through public meetings to vo ice their concerns. It is, however, expected that the reliability and high water quality of recycled water will help to stimulate recycled water dema nd and m itigate the public' s concerns.
Aflencles with Jurisdiction Over Sources of Redalmed Water The WWTP and groundwater we lls are solely owned by the City .
Potentlal Sources to be Reclalmed
Effluent from the City of Bann ing WWTP and Well NP- 1 are two potentia l sources to be reclaimed.
Descr ipt ions of the two sources are described in Section 2.3. 7 Description and Locatfon of Source Water Facilltles
Effluent from the City of Banning WWTP and Well NP- 1 are two potential sources to be reclai med.
Descriptions of the two sources are described in Section 2.3. 8 current Water Reclamation Taking Place In Study Area
As di scussed in Section 1.4, there is no water reclamation tak in g place in the City of Banning.
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l Other Current and Projected Wastewaters and Disposal Options If the WWTP does not get upgraded to Title 22 standards, the current disposal option w ill rema in ; the effluent from the WWTP will continue to percolate into the 10 unlined percolation ponds within the Cabazon Groundwater Basin, with no benefits to the City.
In order to meet the Board Order TN re strict ion, however, the biological treatment process at the WWTP wou ld need to be upgraded regardless of whether the WWTP effluent was used for reclaimed water purposes.
0 Wab!r Reclamation TechnoloSY Use In Study Area
As discussed in Section 1.4, there is no water reclama ti on taki ng p la ce in the City of Banning.
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4. DESCRIPTION OF ALTERNATIVES
1 1 Non-Federal Funding Condition
If Federal funding were not provided for the Project, the City would de lay the proj ect and continue to apply for fund ing under other opportunities as described in Section 9.5. 4 l Specific Objectives Alternatives Are Designed to Address The objectives of the proposed Project are to:
Inc rease water supply availability, reliability , and drought resiliency by supp lementing a loca l water supply, and
Improve local wate r supply reliability by proactively planning for facilities needed to meet future dema nd.
There are t hree proposed potent ial recycled water project alternatives to achieve these objectives. These alternatives include:
Alternative 1: Do Nothing
Alternative 3: Non- Potable Reuse
Alternative 4: Hybr id Non- Potab le Reuse and Indirect Potable Reuse
4.2.1 Alter1at ve 1 Do Nothing
Thi s alternative involves no recycled water upgrades of the WWTP. The exist ing facilities wo uld remain at the WWTP, and effluent from the WWTP would continue to discha rge to the percolation ponds near the WWTP site . Under th is alternative, due to the WWTP' s current high TN leve ls, the plant would not meet the impending Board Order requirements. In addition, the ex isting non- potable water customers wou ld contin ue to be served by potable water or ground water from non- potable wells, and therefore Wells M7 and M12 would not be converted to the potable water system . In order to recharge the groundwater to serve these customers, the City wou ld continue to purch ase imported water from the Sacramento- San Joaq uin Delta through SGPWA. However, w ith worsening climate change cond itions, State wate r supplies are becoming scarce r. Because of th is, competition for water allocations to water retailers will increa se, making it more cha lleng ing for the City to re ceive imported water. Therefore , imported water should not be so le ly re lied on to meet future demands that exceed the City ' s loca l su pply .
The O& M costs for the " Do Nothing" alternative inclu de the purchase of imported water and pumpi ng costs to serve the existing non- potable water customers. The current estimated annual O& M cost to deliver importe d water is estimated at $ 463, 848 per year. This includes an average based on 2015 - 2020) purchase of 752 AF of imported water at $ 399/ AF, or $ 300, 048, plus 163, 800 for pumping, or $ 463, 848 per year. The projected O& M cost for imported water in 2045 is $ 2 ,779 , 000 for purchase and $ 1,517, 090 fo r pumping for a total of $ 4,296, 090. This is based on a purchase of 2,500 AF of imported water ( see Table 5 in Section 2.4) and a 5% price escalation rate of imported water purchases and pumping per year.
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4 2.2 A ternalive 2 Non - Potable Reuse
Alternative 2 involves three phases. Pha se I w ill begin early 2025 to meet the current demand s of Sun Lakes Country Club. Pha se II w ill beg in by 2029 to meet the demands of the future remaining recycled water customers.
Phase I
Since Well M7 is planned to be converted to the potable water system by the end of 2025, Phase I involves using Well NP- 1 to supply 850 AFY ( 0 .76 MGD) to Sun Lakes Country Club in place of WellM7.
A recent Well NP- 1 pump test shows an 800- gpm capacity, which exceeds the demand of the Sun Lake s Country Club. As a result, Well NP- 1 wil l operate intermittently to satisfy the current recycle d water demand.
Construction of the backbone pi peline along Linco ln Street to connect Well NP- 1 to the Sun Lakes Country Club will be completed by the end of 2023 . The design of the two reservoirs / forebays and booster st at io ns needed to store the Well NP- 1 supply and pump the water to the backbone pipeline, respectively, w ill be completed during the first quarter of 2024. The City is currently developing environmenta l documentation and will begin construction of the reservoirs/ forebays and booster stations w ithin the second quarter of 2024.
To meet Beaumont Ba sin requirements for TDS and TN, a 1 MGD RO system will be imp lemented at We ll NP- 1, and evaporation beds will be constructed for the RO brine . The RO permeate will trave l through the ba ckbone pipeli ne to Sun Lakes Country Club, w ith the forebay storing Well NP- 1 supply and the booster stat ion pumping the water from the forebay to the backbone pipeline.
Well NP- 1 will continue to serve Sun Lakes Country Club unt il the WWTP upgrades are completed at the end of 2027.
The next step of Pha se I is to upgrade t he WWTP. The ex isting Trickling Filters and secondary clarifie rs w ill be decommissioned, and a new 3.6 MGD MBR facility and chlorine dis infection tank will be installed to meet Title 22 recycle d water standards. Other miscellaneous upgrades of the WWTP, inc lu ding headworks, primary clarifier, and digester facilities , will also be implemented in this phase.
Lateral s with pipeline diameters ranging from 6-12 inches will be constructed to connect the remaining customers currently using potable water or ground water from non- potable wells listed in Section 2.4 ( Banning High School, Dysart Park, and Lions Park).
Once the construction of the WWTP upgrades is complete, the RO system and brine evaporation ponds used for We ll NP- 1 w il l be repurp osed for WWTP effluent use. 1,191 AFY ( 1.07 MGD) of the WWTP effluent will serve the dema nds for Sun Lakes Country Club, Banning High School, Dysart Park, and Lion s Park, and the res t will continue to discharge to the perco la tion ponds .
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Since the WWTP effluent will be use d to meet the recycled water demand s, Well NP- 1 will be used as a backup so urce.
Phase II
In Phase II, latera ls will be constructed to connect the future recycled water customers, incl uding Rancho San Gorgonio Deve lopment, Five Bridges Development, and Ne ighborhood Park to the main recycled water system .
In order to meet the Bea umont Basin requirements to serve these rema ining customers, an additional RO module wil l be installed at the WWTP. The permeate from the RO module s w ill blend for a tota l of 1,666 AFY ( 1.49 MGD) of WWTP effluent to serve the recyc le d water custo m ers. The remaining WWTP effluent wi ll continue to discharge to the perco lat ion ponds.
Figu re 6 in Section 2.4 shows the proposed la yo ut of Alternative 2.
4.2.3 Alternat ve 3 - Hybrid 1\011- Potab e ReJse and Indirect Potable Reuse Alternative 3 is si milar to Altern ative 2 b ut incorpo rates an add itiona l phase for ind irect potable re use. In stead of the WWTP effluent that is not used to meet recycled water dema nd s disc ha rg ing to the perco lat ion ponds, in Alternative 3, the rema in ing effluent w ill flow to one of two groun dwater aqu ifers for in direct potable reuse. By perco lating to new ba si n s upgradient of th e Ban n ing groundwat er stora ge unit , this will kee p groundwater recharge w ith in the City' s wells.
Options for recharge of groundwat er aquifers v ia recharge basins in clude North Basi n and Five Bridges. The requirements to recharge to North Basin and Five Bridges Bas in are described in the sect ions below . Figure 7 on th e next page shows the proposed la yout of Alternative 3.
Due to the limited surfa ce recharge capacity of the propose d gro un dwa ter ba si ns, inject ion well s may be required to recha rge groundwater in the ta rgeted area. In order to allow for indirect potable reuse through injection wells, ultraviolet advanced oxidation ( UVAOP) w ill be required.
The curre nt facil ity p lan would incl ude needed infrastruct ures ( e.g., tran sfo rm er size, space allocation, etc.) to facilitate this addition in the future when needed. The surface recharge at the se basins will take into account ground water travel time to the nearest potable groundwater wel ls and appropriate mon itoring w ells for fu ll compliance with Title 22 regulation s.
North Basin
North Basin is in the north eastern part of the City boundary. This site is not owned by th e City .
Since the site has been mined and a large pit exists, it is assumed th at minimal earthwork will be re qu ired. The site improvem ents included as part of this ana lysi s inclu de a berm on all four sides of the basin, a berm to create two cells for o perational fl exibility, basin piping, maintenan ce ra mp s, security, and mon ito ring equ ipment . Si nce the pote nti al recha rge basin is at a h igher elevation th an the WWTP, an 800 hp pump and 15, 000 feet of 16- inch diam ete r pipeline w il l be Page I 28
re quired to co nvey water from the WWTP to the recharge bas in. The City will also need to add monitoring wells and lysi meters.
Five Bridges Basin
This option involves groundwate r recharge at the future Five Bridges Recharge Basin, which is located at t he so uthwest part of the City w ithin the Five Bridges Deve lopment. The si te will likely be owned by the City . Although the Five Bridges development is not anticipated to occur until the bu il d-o ut phase, City staff bel ieve that the basin can be constr ucted before hand. It is anti cipated that site improvements will include earthwork, berms on all four sides of the bas in, a berm to create two cells for operational fle xib ility, maintenance ramps, security, and monitoring equipment. This alternative will require an approximately 2,000 feet of 16- inch diameter pipeline to convey w ater from the WWTP to the recharge ba sin. The City will al so need to add monitoring well s and lysimeters .
c:a,..,,..,.,..
Figure 7. Preliminary Site Layout for Alternative 3 ( courtesy of 2018 IMP) I
J ~
t -· ...
J
fM"""' 1 ... : -·
N.,,. ......... -•• -:--. ... ~~ . ---...=..,~
1.-
l • .......... ....
4 ~ ~ ..... ......
ll'llff!-.. lf'I ,.. __ . --
Cl °"
O.. tX IU1
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4.3 Description ofthe Proposed Water Reclamation Project The selected alternative is Alternative 3. This alt erna tive inc lude s non- potab le reu se with a total dema nd of 1,666 AFY ( 1.49 MGD). The remaining re cycled water sup ply from the WVI/ TP will be used fo r indirect potable reuse at either North Basin or Fi ve Bridges . With t he comb inat ion of bot h non -potable reuse and indirect potable reuse, the City wil l have seasonal flexib ility and will be able to maximize the use of recycled water throughout the year. Since the City w ill be able to maximize th e recycled water sup ply from the WWTP, the estimat ed net yield is 4,035 AFY ( 3.6 MGD).
This Project ( i.e. Al ternat ive 3) will be done in 3 Phases, however, only Pha se I w il l be imp lemented at th is time. Phases II and Ill are fu tu re phases that will be implemented in the longterm . The City has on ly requested funding for Phase I in the WaterSMART fund ing appl icat io n but w ill seek add itiona l fundin g for Phases II and Ill in the futu re at which time the City w ill deve lop updated feas ibil it y stud ies to includes Phases II and Ill.
As me nt ioned in Section 4.2 , Phase I involves constructing an RO system and brine evaporatio n ponds for Well NP- 1, which w ill later be rep ur po sed for WWTP use. A new 3 .6 MGD MBR facility and chlorine dis infecti on tan k will be installed to meet Title 22 re cycled water stand ards, and other miscellaneous upgrades of the WWTP will also be impleme nted in thi s phase . Laterals w ill be bu ilt alo ng the backbone pipelin e to connect the W WTP to the existing cust ome rs curren tly using potable water or ground wate r from non- potab le w ells that can ut iliz e recycled water to meet irr ig ation demands.
The prelimi nary cost estimates for Phase I of the proposed Proje ct are summarized in Table 16 below. A breakdown of the capit al costs and re placeme nt costs ( over a SO- year period - the expect ed lifecycle of the Projec t ) associa ted w ith Phase I of the Project are sho wn in Tables 17 and 18, respective ly. Lifecycle costs over the SO- yea r span of the Project can be found in Appendix C, and a prelim inary detailed site plan and process flow di agram for the Project can be found in Appendix D.
Table 16. Preliminary Cost Estimate
Estimated Capital Cost 111 O& M Cost Annual Unit
Annua I Yield Cost Cost
AFY) ($/ year) ($/ AF)
Ph ase I 1,191 $ 93, 487, 328 $ 3,500, 000 $ 3,890, 000 $ 3,668 Notes:
1) Capital costs include a constru ction contingency of 25% and additional markups f0< mobilization ( 5%), general conditions ( 5%), contractor profit ( S•.J, and esc.alatlcn to-point of construction ( 5,.,). Cost estimates and cost assu mptions are provided In dE:ta111n App,endh1 E.
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Table 17. Cast Summary of Phase I afthe Proposed Project, in 2023 dollars Item Cost
CEQA
CEQA ( B iological , Cultural, Air Quality, and IS/ MND) Permitting
Design
Preliminary Design
Final Design
Construction
RO system
Brine Drying Beds and Evaporato rs
MBR Facil ity ( 3 .6 MGD)
Primary Clarifier
Ch lorine Tank
Upgrade Ferric Sulfate Feed/ Storage System
Digester Coating
Replace Pip ing in Grit Cha mber
Replace TF Center Drives
Replace Ea st Primary Cl ari fier Center Drive
Replace Existi ng PVC Di gester Gas Pi ping
Re p lace Digester Hot Water Boiler
Replace TF Effluent Distribut ion Valves ( 4)
Replace TF Recirculation Pumps ( 2)
Replace Grit/ Cyclone Unit
Replace Two Old Grit Pumps
Recycled Water Laterals
Subtotal
Subtotal
Subtotal
Construction Administration
Construction Management and Ins pection
Enviro nmenta l Mon itoring and Support During Construction Subtotal
Other
Continge ncy
Subtotal
TOTAL ESTIMATED PROJECT COSTS
180, 000
120, 000
300, 000
1,409, 808
5, 639, 232
7, 049, 040
3,49 7,500
5,256, 100
52, 887, 000
1, 944, 100
2, 377, 700
29 8, 100
463, 500
58, 300
499, 300
99, 900
16, 700
176, 400
174, 800
124, 900
299, 600
174, 800
2,14 1,700
70, 490, 400
7,049, 040
100, 000
7, 149, 040
8,498, 848
8, 498, 848
93, 487, 328
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Table 18. Rep lacement Casts, in 2023 dollars
Description of Replacement Replacement Year( s) Cost
Requirement Frequency
Civil/ Structural, Mechanical,
Electrical/ Controls Replacements Every year
RO Membrane Replacement and
MBR Membrane Replacement Every 5 years
1 ' Estimated Costs ofAlternatives
Every Year from 2028
to 2077 $ 868, 658 . 82
2032, 2037, 2042 ,
2047, 2052, 2057,
2062, 2067, 2072 ,
2077 $ 2,200, 000. 00
Estimated capital and annualized costs were developed for each of the proj ect options and are summarized in Table 19.
Alternative 1
Alternative 3
Pha se I only)
Tab le 19. Monetary Analysis
Estimated Annual Capital Cost O& M Cost Annual Cost Unit Cost Yield ( AFY) ($/ year) ($/ AF)
752 ( from
groundwater)
1, 191
0 93, 487, 328
463, 848 $ 493, 848 $ 657
3,500, 000 $ 3,890, 000 $ 3,668
As seen in Table 19, th e propo sed Project ( Alternative 3 Phase I) has higher capital and annual costs than the " Do Nothing" Alternative . However, most of the benefits result ing from the implementation are difficult to quantify, as they include climate change and environmental im pacts, as well as improved water supply q ua lity and reliability . 4 ,; Waste- Stream Discharge Treatment
The following waste strea ms will be involved in the Project: screenings, grit, primary sludge, secondary sludge and RO brine .
The WWTP currently has a mechanical bar screen and a grit chamber to remove debris and solid materials from the wastewater. These screenings and grit are then hauled offsite to a landfill.
Downstream of the headworks, there are two primary clarifiers that separate settleable solids from wastewater. After pr imary treatment, the effluent flows to the Trickling Filters then the secondary clarifie rs, which sepa rate biological floe from the treated wastewater. Sludge from the primary and second ary clarifiers is proce ss ed by two primary anaerobic digesters. A second- stage digester is used as a sludge holding tank before dewatered sludge is sent to the sludge drying beds. Sludge is allowed to dewater in the se beds and is then hauled offsite for final disposal.
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For Phase I of the Project, an additional primary clarifier wi ll be added to the treatment process for redundancy in the system and to allow for peak flows in the WWTP influent. Additionally, the Trickling Filters will be replaced by MBR treatment, and the secondary clarifiers will be decommissioned. Therefore, the sludge from the primary clarifiers will combine with the waste activated sludge from the MBR system, rather than from the secondary clarifiers, to be processed by th e digesters.
An additional waste stream that will be included in the Project is RO brine from the RO system .
There is expected to be around 0.035 MGD of RO brine that will require approximately 15 acres of salt evaporation ponds and 10 evaporators. This amount will increase as recycled water demand in creases and more RO modules are needed. The brine evaporation ponds will be constructed on the WWTP property near the existing percolation ponds. 1 6 Alternative Technologies
Four viable biological treatment options were selected for evaluation to treat the anticipated average daily flow of 3.6 MGD. The treatment alternatives include:
1. Return Flow from Trickling Filter Effluent to Primary Clarifier
2. Conventional Activated Sludge
3. Moving Bed Biofilm Reactor
4. Membrane Bioreactor
See Appendix F for the Nitrogen Removal and Plant Reliability Technical Memo comparing the four alternatives. Due to its high effluent wate r quality, operational ease, flexibility to meet more stringent permit regulations, and scalability, a Membrane Bioreactor was recommended in the Technical Memo to be considered for future implementation .
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5. ECONOMIC ANALYSIS
Introduction
The following sectio ns provid e an economic analysis of the Project compared to other alt erna tives. 5 2 Economic Analysis
Currently, no non- potable wate r reuse is being p racticed in the City, and th e effluent fro m the City' s WWTP is discharging to percolati on pon ds that Bann ing gains no benefits fro m. Producing reclaimed water w ould sign ificantly enhance the City' s drin ki ng w ater reliabil ity and increase its econom ic advantage because of the sustainable growth and profit from se lling the WWTP effluent to irrigatio n customers. The City ha s taken sign ifican t steps in establishing a water recyc ling p rogram in t he City including:
Ident ifying ex isti ng an d futu re customers that can utilize recycled water Serving existing customers fro m non- potable grou ndwa ter we lls Constructing 24- inc h backbone pipelines that extend across the City with easy access to existing customers that can ut ilize recycled w ater and fu ture recy cle water customers When the proposed fac ilities are comp lete ( Pha se I is constructed), the City will be ab le to convert all non- potable we lls to potable, th us benefi tin g from the in vestments made in drilling and equipping the se well s.
At this time, the City uses imported water for groundwater rep len ish ment . By sup p lying these irrigation customers w it h a re claimed local water su pply inst ead of pumped groundwater ( as is cu rren tly done), th is will reduce the amount of required imported wa ter for the City, thereby re duci ng the City 's overall water cost s.
Anot her economic benefit of the Project is its im pact on City growth. City growth is dependent on the availability of w ater su pplies to meet various demand s for ne w City populat io n . Increas in g the re lia bil ity of drinking wate r will t herefore allow th e City to meet it s needs for growth.
As ment ioned in Section 2.6, th ere is a compliance order from RWQCB that li m its the TN from the WWTP. MBR, the se lected treatment syste m, will be a reliable process that w ou ld me et these requireme nts. Among the alternatives proposed in Section 4.6, MBR wou ld produce the best water quality . W ith the addition of RO, effluent from the WWTP would con sistently meet the Beaumont Basin Plan req u ire ments as well, allowing the City to supply recycled water to Sun Lakes Country Cl ub and the remaining cust omers with sign ificant irriga t ion demand. 3 Cost Comparison ofAlternatives that Would Satisfy Demand of Proposed Project See Section 4.4 for a cost compari son of the p roposed alternatives .
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Description and Benefits af Water Supply Alternatives
Table 20 be low compa res the non- monetary criteria of the three Alternatives .
Table 20. Non- Monetary Criteria
Regulatory Compliance
Reliability/ Process Robustn ess
Enhancement of Indirect
Potable Reuse
Groundwater Quality
Enhancement
Flexibility for Future Water
Reuse
Operational Simplicity
Alternative 1 Alternative 3
Phase I only)
1 5
2 5
1 2
1 5
1 5
5 4
Ease of 5 5
Implementation/ Fund ing
Total 16 31
As seen in Table 20, the p roposed Project ( Alternative 3 Phase I) has a higher rank ing in terms of non- monetary criteria t han the " Do Nothing" alternative ( Alternative 1). Alternative 1 will keep the current WWTP system as is, keeping faci lities that have re ached the ir end of life, and therefore remaining non- compliant w ith the imp ending Board Order restrictions. Therefore, Alt ernat ive 1 is ranked the lowest in terms of regulatory compliance, enhancement of indirect potable reuse, groundwater qu al ity enhancement, and flexibility for future water reuse .
Altern ative 3 ( Phase I only) is ranked the highest for regulatory compliance, reliabil ity/ process robustness, groundwater qual ity enhan ceme nt, and flexib il ity fo r future water reuse , as this alternative involves upgrading the tre at ment from the exi sting Trickling Filters to MBR to meet Board Order requirements and Title 22 standards ( with the addit ion of chlorine disinfection).
Alternative Most Uk-ely to be Implemented In Absence of PtoJect The Alternative that would most like ly be implemented in th e absence of the Project is Alternative 1 - do noth ing.
However, In order to meet the impe ndi ng Board Ord er TN restriction which will exceed the WWTP treatm en t ca pa city, the biologica l treatment process at the WWTP would need to be upgraded regard le ss of whether the WWTP effluent was used for reclaimed water purposes.
Qualltatlve Benefits and Justlflcatlon ofWater Reclamation The non- quantifiable benefits are num erous . The sustainab le recyc led water supply will be to lera nt to drought and w ill benefi t the City' s customers throug h improved wate r supply reliability.
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Another benefit is the reduction of reliance on imported water and the imp le me ntatio n of regional management of water supplies and grou ndwater quality.
Reclaiming treated wastewater also has environmen tal impacts. By using a loca l supply of water, energy is saved by not pumping imported water from the Bay Delta. By not using water resource s imported from other regions , more water is available for environmental uses in those areas.
Add itionally, since ons ite treatment systems and the existing WWTP d o not effectively remove nitrate from wastewater, another benefit of th is Project wou ld be the reduction of the amount of nitrate that percolates into the groundwater. This wou ld not only help the City meet the Board Order requirements, but also alleviate the rising nit rate levels observed in some we lls in the Region.
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6. SELECTION OF THE PROPOSED WATER RECLAMATION PROJECT
fi . Introduction
This section describes the benefits of water reclamation for the City. b , Justification ofWater Reclamation as Selected Alternative The Project meets the objective of providing a cost - effective non- potable water supply . The Project has numerous qualitative and environmental benefits. These benefits are as follows:
Increases loca l supp ly of non- potab le water,
Improves non- potable water supply reliability,
Environmental benefits,
o Reduction of nitrate in the groundwater,
o Energy savings from less imported water from the Sacramento- San Joaqu in Delta,
o Decreases demand on the regiona l who les ale water agency, SGPWA, which makes more water available for environmental uses from imported supply areas, o Reduces the use of existing diversions from natural watercourses. By imp le menting the Project, the City will reduce dependence on imported water supplies which are diverted from natural watercourses in the Sacramento- San Joaquin Delta The proposed facilities do not pose significant im pacts to the environment and the City does not anticipa te opposition to the Project . No obstacles have been identified that would prevent implementati on of the project.
6.; Analysts of Water Reclamation
6 .3.1 Reduct ion, Postponemem, or Elim nation of Develo pment of New or Exp anded Wa te r Su pp l es and Reduct o n of Di versions of Natural Water Co ur ses To the extent that agencies like the Ci t y of Banning can develop local supplies, the wholesale agencies forego the need to expand their own supply sources or can reduce their reliance on other sources. Most of the imported supplies are obtained from diversions from natural water courses, including the Sacramento and San Joaqu in Rivers. Local supply projects like this Project result in reduced development efforts by the wholesalers.
6 3. 2 Reduction of Deman d on Ex, s ting Fed eral Wat er Supply Faci lit 'es The California State Water Project ( SWP) and the fed era l Central Valley Project share the Sacramento- SanJoaquin De ltaa sawa te rsup p ly. The imported water supply utilized by the SGPWA and the City comes from the SWP facilities. Although the Project wou ld not red uce demand on the federal facilities, it could indirectly red uce the demand on the shared state and federal supply.
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6 3 3 Reduct on, Poslponemenl, or Elir,, ina t ,on of new or Expanded Was tewater r acd, tie s This Projec t involves ex pan sion of limit ed pr ocesses, includ ing a new primary clarifier. Although the two ex isti ng primary clarifiers at the plant accommo date an average flow of 3.6 MGD, they do not allow for peak flow of redundancy . Therefore, a new pr imary clarifier will be installed to handle daily pea k flow rate. The res t of th e facili ti es at the plant are sized for the expected influent flow of 3.6 MGD and will not req uire expansion.
Expan ding th e primary treat m ent system and upgradin g other systems at the WWTP, in cluding headworks, seco nda ry treatment, and digester facili ti es, will eliminate the n ee d for a new was te w ater faci lity.
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7. ENVIRONMENTAL CONSIDERATIONS AND POTENTIAL EFFECTS
7 • Introduction
This sectio n des cribes the potential environmental impacts and effects of the proposed Project, the envi ro nme nta l analysis and docum ent at ion prepared to date, how the project will affect w ater supply and w at er quality, and a discu ssio n of public outreach and regio nal cooperation.
The governi ng laws are the State of California Environmental Quality Act ( CEQA) and the Nationa l Env ironmental Policy Ac t (N EPA).
7 J Potential Envlronmental Impacts and Effects
The City does not anticipate that the Project will have significant imp act s on endangered or threatened species, public health or sa fe ty, hydrology an d wa ter quality, regulated w at ers of the United Stat es, or cultural resources. The City doe s not anticipa te that the Project will have sign ifica nt enviro nmenta l effects as defined by State and federa l environmental laws . As such , the City will prepa re a Negative Dec larat ion to obtain CEQA coverage and expects that USBR w ill adop t a Finding of No Significant Im pact s (FON SI) to obtain NEPA coverage for the Project . The Ci ty co mplete d an Initial Study- M itigat ed Negative De clarat ion ( 15- MND) in Octobe r 2007 . The 15- MND covere d sign ificant elements of the curre nt propos ed project. The findings of the October 2007 IS- MND were either " Les s Than Significant Impact" or " No Impact". The City has identifie d th e potent ia l environmental impacts de scribed in Table 21 , along with be st m anagement pract ices ( BMP s) and pote ntial mitigation measures.
Table 21 . Potential Environmenta l Impacts and Mitigation Measures Potential Impact Potential Mitigation
Air qua li ty and
greenhouse gases
Biologica l resou rces
An air quality analysis wi ll be completed as part of the CEQA analys is. Project construction will compl y w ith loca l air quality requirements. Typical dust control measu res, such as watering and reducing off- road vehicle speeds, will be employed . Project operations will be evalua ted forconsi stencywiththeState GHG reduction targets found in AB 32 and SB 32. Emissions from operation of the proposed facilities are not expected to exceed applicab le significance thresholds.
Construction of th e project facilities is not expected to impa ct biological resources. Biological reso urces will be survey ed prior to design and sensitive species and the ir habitats will be avoided in the project design . The Project is not expected to impa ct wetlan ds or wa ters of the U. S. as regulated by U.S. Army Corps of Eng inee rs , RWQCB, and California Department of Fish and Wildlife. The Project will co mply with adopted Habitat Co nservatio n Plans and Natural Commu nity Conservation Plan s.
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Cultural resources
Hydrology and water
quality
Groundwater levels,
supplies, and recharge
during operation
Transport, use, and disposal
of hazardous materials
during construction and
operation
Operation of the Project is not anticipated to affect biological resources as all O& M activities will be constrained to the WWTP and associated brine min imizat ion and drying beds, Operation will be sustainable and will have no impact on riparian and aquatic habitats.
No Cultural re sources are known to exist on the Project site.
Cultural resources will be surveyed prior to design and the Project will be designed to avoid any identified cultural sites.
Onsite construction monitoring mitigation may be necessary to ensure that discovery of any previously unidentified
archeological resources is handled appropriately.
The City will comply with Californ ia Assembly Bill 52 regarding formal consultation with Native American tribes about the proposed Project.
The City will characterize t he RO brine ( concentrate) discharge to the evaporation ( drying) beds to verify quality of the solids before final disposal.
The proposed Project is not within the 100- year floodplain.
During the de sign This conclusion will be confirmed.
Hydrologic impacts, including erosion and silta tion during construction of the proposed facilities would be minimized through compliance with existing regulations, including enrollment in an NPDES construction general permit,
completion of a storm water pollution prevention plan, and implementation of required BMPs.
The Project will result in directing a portion of the WWTP effluent for non- potable water reuse. This will reduce the amount of WWTP effluent currently discharged to the
percolation ponds. The Project will not impact any drinking wells.
The RO system will use a variety of chemicals typically used in water treatment, possibly including scale inhibitors, membrane cleaning solutions, chlorine, ammonia, and caust ic soda. Some of the chemicals will be delivered to the plant while others may be generated on- site. Chemical storage will have fu ll containment structures to prevent sp ill s along with alarms. Proper handling of these chemicals will be
incorporated into the Standard Operating Procedures.
Compliance with existing regulations is expected to minimize impacts to a less than significant level.
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Noise
Traffic impacts during
const ru ction
7 1 Public Outreach
Construction noise is considered a nuisance and is regulated by the City' s Noise Ordinance. The majority of construction activities for the Project will be in the vicinity of the WWTP which is located in an isolated part of the City. Construction equipment will be fitted with approved mufflers and other measures may be utilized to comply with the existing
i-egula t _io_n_s_. __________________ _
Construction traffic associated with the proposed facilities construction will be temporary , and the impacts will be insignificant. Construction traffic controls will be employed to reduce public hazards.
The majority of the proposed facilities will be within the footprint of the existing WWTP. As such the City does not anticipa te any public opposition to this Pro ject. Also, the City will add sign ifi cantly needed upgrades to it s WWTP , which would enhance its re liabil ity. The City plans to implement more public outreach an d enhance publicity for the proposed Project. The upgraded WWTP and non- potable reuse are expected to promote growth in th is disa dvantaged commun ity.
The City ha s constructed a significant portion of the non- potable reuse conveyance sys tem, and this Project would complement the completed facilities. 7 4 Effect of Historic Properties
The City does not anticipate that the project will have any adverse effects on historic properties.
The majority of construction w ill be within the WWTP footprint. 7 5 Avoiding Public Health and Environmental Quality Issues Associated with Use of Reclaimed Warer
The proposed treatment facilities for the WWTP upgrades in cluding MBR and partial RO w ill result in a reliable high- quality effluent suita ble for non- pota b le reuse for irrigation purposes.
The effluent water quality will consistently meet all State Title 22 re quirements.
The City will apply the treatment technologies described in Section 4.2 so that the product water will meet state and federal non- potable reuse water quality requirements for irrigatio n purposes.
The primary requirements are outlined in the State Title 22 requirements. The City will work closely with the SWRCB the State' s enforcement agency, in developing and permitting the Project. Typical steps include:
Meetings and coordination,
Subm ittal of the Project application,
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Review and approval of the preliminary design ,
Review and approval of the project plans and specifications, and operating plan , Inspection of plant construction and witnessof start-up testing, and Amendment of the City's discharge permits.
Future phases of the Project include groundwater recharge of the Banning groundwater storage unit . The planned upgrades at the WWTP will incorporate space and hydraulic head for additional advanced treatments to be added in the future.
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8. LEGAL AND INSTITTJTIONAL REQUIREMENTS
d Introduction
This section focuses on the legal and institutionalrequirements which must be considered prior to implementation of the Project. The following is a discussion ofwater and wastewater rights, legal and institutional requirements, interagency agreements, permitting requirements, unresolved issues, and wastewater discharge requirements .
i!. 0 Analysis of Water Rights Issues
There are no anticipated water rights issues potentially resulting from implementation of the proposed project . Through various adjudications and overlying water rights, the City owns and operates the sources of water supply (WWTP and groundwater wells). 1 Discussion of Le1al and Institutional Requirements with Potential to Affect lmplementatfon of Project
8 .3.1 Depan:ment of Water Resources -Sustamat>le Grounowater Management Act The Sustainable Groundwater Management Act ( SGMA) was passed by the California State Legislature in September 2014, establishing new requirements for groundwater management in medium and high priority groundwater basins. The act requires the development and implementation of Groundwater Sustainability Plans ( GSPs) for each groundwater basin and subbasin . The GSP must contain objectives and actions to achieve and maintain groundwater sustainability and to avoid the undesirable results of overdraft. SGMA also requires the establishment of Groundwater Sustainability Agencies ( GSAs) to oversee development and implementation of GSPs and provides authority to GSAs to sustainably manage groundwater .
Local water authorities and counties have primary responsibility and authority for the development and implementation of GSPs and GSAs; however, the State has been given authority to intervene if specific requirements are not met. 8 3.2 Groundwater SLstainabil ty Agencies
SGMA requires that high and medium priority groundwater basins, as designated by the California Department of Water Resources (DWR), create groundwater sustainability agencies by June 30, 2017 . The bill authorizes any local agency or combination of agencies to become a GSA with the purpose ofdeveloping and implementing GSPs in order to meet the goals and standards of sustainable management of groundwater basins as described in SGMA . Multiple GSAs and GSPs in a single basin are allowed under the law; however, multiple GSPs within a basin must be coordinated and meet all requirements for achieving sustainable groundwater management within the entire groundwater basin or be subject to state intervention. A combination of agencies creating a GSA can be formed by a joint powers agreement, a memorandum of agreement, or other legal agreement.
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8 3 3 Groundwater Susta1nabil1ty Plans
SGMA requires that GSAs develop and implement groundwater sustainability plans . GSPs must be completed by January 31, 2020 for basins deemed by DWR to be in critical overdraft. For all remaining medium and high priority basins, GSPs must be completed by January 31 , 2022.
Implementation of the GSPsmust result in groundwater quantity and quality sustainability within 20 years ( by 2040 or 2042 based on the basin overdraft situation). DWR may grant up to two extensions of an additional five years to GSAs to achieve sustainability upon a showing of good cause. Ifthe GSPs are not completed within the above timeframe, or if the SWRCB, in consultation with DWR, determines that groundwater sustainability is not being achieved in the time given, authority for developing and implementing a GSP will be designated to the RWQCB.
8.3.4 San Gorgonio Pass Subbasin
The SGP Subbasin ( DWR Basin 7-021.04) is located in Southern California between the San Bernardino Mountains to the north, the San Jacinto Mountains to the south, Coachella Valley to the east and San Bernardino Valley to the west. The SGP Subbasin adjoins the Sa n Timoteo Groundwater Subbasin to the west and the Indio Subbasin to the east . The SGP Subbasin boundaries generally correspond to the DWR's California's Groundwater Bulletin 118.
The San Gorgonio Pass (SGP) Subbasin (7-021.04) is one of several alluvial basins and subbasins identified by the California Department of Water Resources (DWR) as being in a medium-priority subbasin in Bulletin 118 (2003). Beginning in 2015, GSAs within the SGP Subbasin formed to address the long-term reliability of groundwater through the development a single GSP . The SGP Subbasin GSP ( SGP GSP) was developed in a coordinated fashion by the Desert Water Agency GSA, San Gorgonio Pass GSA, and Verbenia GSA with the goal of achieving sustainability for the SGP Subbasin as a whole. The SGP GSP was adopted by the respective GSAs and submitted to DWR on January 25, 2022, ahead of the January 31, 2022 , deadline.
The SGP GSP jurisdiction includes the Desert Water Agency GSA, San Gorgonio Pass GSA, and Verbenia GSA. Desert Water Agency GSA consists of the Desert Water Agency. San Gorgonio Pass GSA consists of Banning Heights Mutual Water Company ( MWC), the City of Banning, Cabazon Water District (WO) and San Gorgonio Pass Water Agency (SGPWA). Verbenia GSA consists of Mission Springs WO and SGPWA. The SGP Subbasin GSAs are not required to develop a Coordination Agreement. Despite this, the GSAs entered into a cooperative Memorandum of Agreement for development of the GSP and grant funding. The three GSAs have cooperatively worked together to coordinate SGP GSPdevelopment. The SGP Subbasin includes a portion of an adjudicated area, known as the Beaumont Basin, that resides outside the Plan Area. Since it was previously adjudicated , the portion of the Beaumont Basin located in the SGP Subbasin is not subject to SGMA regulations.
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8 3.5 Santa Ana River Basin Plan
An updated Water Quality Control Plan for the Santa Ana River Basin (Basin Plan) was adopted by the Regional Board on March 11, 1994, approved by the State Water Resources Control Board SWRCB) on July 21, 1994, and approved by the Office of Administrative Law ( OAL ) on January 24, 1995. The Basin Plan identifies the Region 's ground and surface waters, designates beneficial uses for those waters, establishes water quality objectives for the protection of those uses, prescribes implementation plans and establishes monitoring and surveillance programs to assess implementation efforts. Amendments to the Basin Plan to incorporate a revised Total Dissolved Solids and Nitrogen Management Plan ( Salt Management Plan) into the 1995 Basin Plan were approved by the Regional Board on January 22 , 2004, by the State Water ResourcesControl Board on October 1, 2004 and by the Office of Administrative Law on December 23, 2004. The surface water standards provisions of the amendments were approved by the U.S. Environmental Protection Agency on January 20, 2007 . This amendment included revised groundwater subbasin boundaries ( now called management zones), revised TDS and nitrate-nitrogen ( nitrate-N) groundwater quality objectives, revised TDS and nitrogen waste load allocations, revised reach designations, and revised TDS and nitrogen objectives and beneficial uses for specific surface waters.
Antidegradation water quality objectives set forth by the Basin Plan amendment restricted the use of recycled water for irrigation and groundwater recharge for certain groundwater management zones, including the Beaumont Management Zone ( BMZ ) and the San Timoteo Management Zone (STMZ). In particular, the ambient TDS concentrations of these management zones exceeded the antidegradation objectives, meaning that no assimilative capacity existed for which the Regional Board could allocate the use of the City's recycled water within the BMZ or STMZ . Under the antidegradation objectives, the use of recycled water would require mitigation even though the reuse would not materially impact future TDS concentrations or impair beneficial uses. Thus, alternative maximum-benefit objectives were specified for the BMZ and the STMZ. The maximum-benefit objectives were established based on demonstrations by the involved agencies that antidegradation policies were satisfied.
Discharge of recycled water over the BMZby the City of Banning as a result of the project will be in full adherence to the requirements set forth in the Basin Plan.
R 1 Discussion of Need for Multl--Jurisdlctlonal or lnteragency Agreements As the sole retail supplier of water in the service area , and the agency responsible for wastewater processing, the City of Banning is able to produce recycled water for distribution within its service area without agreements with any other agency.
s s Discussion of Pennlttlng Procedures Required
The following permitswill be required for the Project :
1. DOW Title 22 Permit
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2. California State Water Resources Control Board General Perm it ( combining NonDischarge National Pollutant Discharge Elimination System [ NPDES], Waste Discharge Requirement ( WDR], and Waste Recharge Requirements [ WRR])
3. AQMD
4. CEQA ( I5- MND)
A Title 22 Engineering Report is requ ired to be submitted for approval by DDW for meeting water quality requirements of the treated recycled water and groundwater recharge requirements.
After the WWTP' s design documents are finalized, the City w ill subm it the necessary reports, analyses, and applications to obtain required permits from both DOW and the RWQCB .
As described in Section 7, the City will prepare a Negative Dec larat ion to obtain CEQA coverage for the Project in pa rallel with Project design.
8 6 Discussion of Unresolved Issues Associated with Implementing Proposed Project There are no unresolved issues assoc iated with implementing the proposed project.
Identification of current and Proposed Discharge Requirements The current discharge requirements for the WWTP are laid out in the RWQCB Board Order, wh ich describes the WDRs and other terms and conditions of operation for the WWTP.
The Board Order can be found in Append ix G.
c ,• Rlghtli to Wastewater Discharges
The City' s rights to groundwater extraction are in Tab le 5 in Section 2.3.
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9. FINANCIAL CAPABIUTY OF SPONSOR
9 I Introduction
The City has developed an im pl e m en tat io n schedule and genera l funding p lan th at demo nstrates that at the Feasibility Study stage, the City has the financial capability if th e project moves to construct io n .
q 7 Schedule
The proposed schedule for the Project includes three phases, however only Phase I will be im plemented in t he near term . In Phase I, th e RO syst em for Well NP- 1 an d WWTP upg rades will be ins talled, as well as the recycled water la terals for Banning High School, Dysart Park, and Lions Park.
The preliminary and final design of Pha se I is expected to be co m pleted by the 2nd quarter of 2026. Design includes initi ating the necessary permi ts, comp leting CEQA/ NEPA documentation, comp le ting design, going out to bid, obta ining the authori ty to award t he const ruction con tracts, awarding contracts, and issuing notices to proceed.
The first step of construction for Phase I will be install ing t he W e ll NP- 1 u pg rades, includ ing the RO system and brine evaporation ponds, an d WWTP u pgrad es, including the new M BR fac ility, primary clarifier, chlorine tank, and la b an d control b u ild ing. Once easemen t s h av e been obtained for the recyc led water latera ls, const ructio n of the laterals will occur in parallel with const ruc t ion o f the WWTP u pg rades . Development and t esti ng of t he n ew facilities will fo llow. Phase I is estimated to be comp leted in 3 years by t he 4th Quarter of 2027, as shown in Table 22 on the follow ing page.
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1227
2024
Pro; ect Component Dt. ll'.11: ion Q1 Q2 Q3
Well NP- 1 RO S~ tem
and Bnne Evaporation 12month1,
Poods
P, ede< lgn 3monlh$ .. '.·:¥'
Finai dMign Jmoolhs
B~ d ng Jmonlt' l:l
Con& IJ1Jchorv' Start\ 1p 3monlh$
WWTPUpgtadM 3Jmootln; .........
6monlh6
Fin; Mdesjgi, , Sn, oi, 11'\ s
S: dding 3mot11hs
Constructk> n/! H& l"WI) 113moolhs
Recycled Water Laterab 2-4 monttis
Easements 6mooVlS
B.dd1n9 3moni --.: s
O., gn 6mooflS
COl• s: rue1J01Vdevdopmen1 6monlh<
Teslng 3 mcnhs
Table 22. ProJect Schedule - Phase 1
2025
Q1 Q2 Q3 Q4 Q1
iff. ii•'..,-~
k~
l;j ),~_' t'""
2026 2027
Q2 03 Q4 Q1 Q2 Q3
0 ·-
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Q4
C~
q 3 WIiiingness and capablltty ofthe atyof Banning to Fund the Project The Project will be funded through the City' s capital replacement and operating budgets, as well as development activity revenues via the City' s local development impact fee program . The City also has the capability to fund projects through debt issuance.
Q 4 Project Funding Plan
9 4. 1 Operat ng Budgets
The City owns and manages both a water utility and wastewater utility as ind ividual selfsupporting enterprises. Therefore, the utilities must develop financial plans that provide sufficient revenues to meet all operat io n and maintenance expenses, water purchases, wastewater treatment, debt service requirements, cap ital improvements funded from current revenues, and other expenditures.
In 2022, the City Council of the City of Banning approved a Water and Wastewater Rate Study Rate Study). The Rate Study developed financial plans that projected operating revenue, expenses, and ca pital financing costs for the utilities over a five- year planning period beginning July 1, 2022 and ending June 30, 2027. The financial plans projected future rate revenues under existing rates, operation and maintenance ( O& M) expenses, principal and interest expense on debt, transfers, and cap ital improvement program ( CIP) requ irements.
For the water utility, the Rate Study ident ified:
Operation and Maintenance Expenses: The O& M expenses increase from $ 7. 9M in FY 2023 to $ 10. 0M in FY 2027.
Debt Service: There is an existing revenue bond with an annual payment of $ 2. 0M.
There is no future debt planned.
Capital Improvements: The CIP identified an average of $6. 2M per year in capital projects from FY 2023 to FY 2027.
Reserves: Continue to maintain the operating fund reserve level. The operating fund reserve is designed to help cover fluctuations in day- to- day expenses. The new target, consistent with ind ustry reserve guidelines, will be 90 days of O& M expenses, a change from the existing 10% of O& M expenses and debt service payments.
For the wastewater utility, the Rate Study identified:
Operation and Maintenance Expenses: The O& M expenses increase from $ 3. 7M in FY 2023 to $ 4. 6M in FY 2027 ; increases in cost to operate and maintain the proposed Wastewater Treatment Plant and Recycled Wate r Upgrades Project are included as part of the Rate Study projections .
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Debt Service: There is an existing revenue bond with an annual payment of $ 290k associated from a 2019 Refunding Revenue Bond. The City anticipates a net debt issuance of $ 25. 0M in FY 2025, wh ich will ad d an annual payment of $ 1. 9M starting in FY 2025. The primary expense for the new debt issuance is for the Wastewater Treatment Plant and Recycled Water Upgrades Project. The Rate Study ensures the appropriate level of debt service coverage.
Capital Improvements: The CIP identified an average of $ 12. lM per year in capi ta l projects from FY 2023 to FY 2027.
Reserves: Continue to maintain the operating fun d reserve level. The operating fund reserve is to help cover fluctuat ions in day- to- day expenses. The scheduled target will be 90 days of O& M expenses, a change from the existing 10% of O& M expenses and debt service payment.
The revenue requirements listed above for the water and wa stewater utilities set the basis for the development of suitable rate schedules to produce revenue s adequate to meet financial needs while recognizing customer costs of service. In November of 2022, City Council held a public hearing resulting the approval of the rate increases for a period of five years as shown in Table 23.
Tab le 23. Rate l11cre ases
Fiscal Year Effective Month Water Utility Wastewater Utility FY 2022- 2023 Ja nuary 10. 75% 40. 00%
FY 2023- 2024 July
L
0. 00%
L
25. 00%
FY 2023- 2024 January 10. 75% 25. 00%
FY 2024- 2025 January 10. 75% 3 .00%
FY 2025- 2026 Ja nuary 10. 75% 3.00%
FY 2026- 2027 January 10. 75% 3.00%
There is a current fund balance in the Water Operations Fund of $ 17. SM and a fund balance in th e Wast ewater Operations Fund of $ 3. 7M .
In addition to operating and cap ital revenues re la ted to rates, the City has continued to charge a monthly Tertiary Surcharge of $ 2.72 / month per account to fund capital improvements at the wastewater treatment plant. The Wastewater Tertiary Fund has a fund balance of $ 7. 7M of which 7M would be all ocated to the Proposed Project.
Additionally, the City has the capabil ity to fund projects through either cash payme nt or de bt issuance .
9 4 2 Development Impact ~ ees
In 2018 the City Council of the City of Banning co mpl eted and approved an Integrated Master Page I 50
Pla n ( 2018 IMP ) that evaluated the performance and condition of the City' s potab le water, wastewater and recycled water system ( future) systems under current and future condit io ns through year 2040. The 2018 IMP includes a capital improvement plan ( CIP) to guide the City in the planning and development of facilities required to meet system performance for existing and future customers.
In September 2019, the City Council approved new and updated the development impact fees, includi ng im pacts fee s to cover the cost s for water, recycled water, and wastewater facilities.
The Water Impact Fee fund balance is approximately $ 3. 3M of which $ 1.SM would be allocated to th e Proposed Project.
The Wastewater Impact Fee fund ba lance is approximately $ 10. SM of whic h $ 7.SM would be allocated to the Propo sed Project .
The City of Bann ing is currently witnessing a significant amount of growth in the residential sector . It is expected the available funding in the utility im pa ct fee funds w ill continue to increase allowing for ad dit iona l allocations to the Propose d Project.
The City has the capability to fund projects through either cash payment or debt issuance.
Over time , staff will present updated ra te studies to City Counc il in order to ensure that rate revenues are sufficient to cover ongoing operations, maintenance, replacement costs and debt service coverage obligations.
9 5 Other Funding Sources
The City is also considering, as possible funding sources, the Wate r In fra st ructure Finance Innovation Act ( WIFIA) and Clean Wate r State Revolv ing Fu nd ( CWSRF ).
Page I 51
1229
10. RESEARCH NEEDS
The proposed water reclamation Project inc lud es basi c re sea rc h needs and will sole ly use proven te chnologies and conventional system components. Further research to implemen t the proposed water reclamation project will not be necessary.
Page I 52
11. REFERENCES
Carollo Engineers, Inc. 2006 Recycled Water Master Plan. 2006.
Carollo Engineers, Inc. 2018 Integrated Master Plan. March 2018.
West Yost & Associa tes Engineering, Inc. and John Robinson Consulting, Inc. 2020 Urban Water Management. June 2021.
Page I 53
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Appendix A
RO Analysis Technical Memo
City of Banning
WWTP Upgrade OA Service
Draft Reverse Osmosis Analysis
Technical Memo
November 22, 2023
N2W Engineering, Inc. T 714 . 716. 1711
3240 El Camino Rea l, Suite 150 info@n2weng. com
Irvine, CA 92602 www. n2weng . com
1231
Prepared by: Iris Jimenez and Jamal Awad
Reviewed by: James Wang
EXECUTIVE SUMMARY
There are two potential sou rces of recycled water for the City of Banning, the Banning Wastewater Treatment Plant ( WWTP) and a no n- potable well ( NP- 1), however neither currently meets the Beaumont Basin Plan requirements for TDS and TN. In order to lower the TDS and TN at either source, a reverse osmosis ( RO ) treatment w ill need to be implemented. To recover around 1 MGD of available reuse water and obtain TDS and TN concentrations lower than the Beaumont Basin Plan requirements, the WWTP would require a 0 .5 MGD RO system and the nonpotable well would require a 0.8 MGD RO system .
The recommended approach is to treat NP- 1 with RO now, since construction of the WWTP upgrades is not expected to finis h for another 3 years. Once the WWTP is upgraded to tert iary standards, the RO system can be converted to treat the WWTP effluent, or a second RO system can be built and the RO- treated NP- 1 and WWTP effluent can blend to serve recycled water customers .
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1 . BACKGROUND AND PURPOSE
The Ci ty' s exist ing non- potable water system delivers recycl ed water from Well M7 to the Sun Lakes Country Club . The City has served an average of 0. 76 MGD from Well M7 to th e Sun Lakes Country Club in the years 2012 through 2014 . How ever, the City eventually p lans to co nvert Well M7 and Well M12 ( another o perat iona l non- potable well) over to the potable water system by the end of year 2025 and yea r 2040, respect ively, to supplement the potable water supp ly.
According to the 2018 Sa n Gorgonio Integrated Master Plan, the existing po te nt ial recycled wa ter demand for the City of Bann ing is around 1.49 MGD: 0.76 MGD average day demand ( ADD) from Sun Lake s Coun try Club, 0. 20 MGD ADD from Five Bridges Development, 0.03 MG D ADD from Neighborhood Park, 0. 08 MGD ADD from Dysart Pa rk, 0 .19 MGD ADD from Rancho San Gorgon io,
0. 16 MGD ADD from Ba nn ing High School, and 0 .07 MGD ADD from Lions Pa rk. Based on recent discussions with the City, the aim wi ll be to serve Sun Lakes Country Clu b fir st, and Banning High Schoo l, Dysart Park, Lions Park, Rancho San Gorgonio, Neighborhood Park and Five Bridges Deve lopment in the near- future .
In o rd er to m eet these recyc led water demands, the City ha s p lans to upgrade the existing wastew ater treatme nt plant ( WWTP) to meet tertiary stan d ards. The City has already begun con stru ct ing an additional 3.4 miles of pipe li ne to connect the existing recycled water pipes to the wastewater trea tm ent plant ( WWTP) and to NP- 1 located adj acent to the WWTP .
In add it ion to these standards, in o rder to serve Sun Lakes Country Club, whic h is located over the Beaumont Basin, the WWTP effl uent must also meet t he Beaumont Basi n maximum benefit object ives of 330 mg/ L for TDS and 5 mg / L for TN. With a current average TDS of 390 mg/ La nd an expected TN of 7.74 mg/ L, once secondary tre atme nt at the plan t is upgraded to MBR, the WWTP effluent does not meet eith er of these objectives .
Near the WWTP is a non- potable well, NP- 1, that may be able to supply water to these irrigation customers in pla ce of the WWTP until the p la nt is upgraded to tertiary standa rd s. The capacity of the w ell is 800 ga l/ min, or 1. 15 MGD, and is expected to be fully o perati onal w ithi n the ne xt few months . Like the WWTP, the water quality of the well does not meet the Beaumont Bas in maximum benef it objectives. Based o n an ana lytical report from August of 202 3, th e average TDS and TN of NP- 1 is 430 mg/ Land 17 mg/ L, respective ly .
The purpose of th is technical memo is to determine the best strategy for sup p lyi ng recycled water to the City of Banning.
2 . TDS AND TN MASS BALANCES
In o rde r to reduce TDS and TN levels at either the WWTP or NP- 1, the most effective treatm ent method is reverse osmos is ( RO). This section describes the RO tre at ment systems and final effluen t quality at each location . In order to meet the cu rre nt recycled water demand for Sun Lakes Country Club, th e assumed outp ut goal for available reuse water for both the WWTP and NP- 1 is around 1 MGD.
Various recovery rate s we re anal yz ed for the proposed RO treatment system, including 75%, 80%, and 93%. Based o n expected cos ts of brine treatm ent fo r each of the recovery rates, it was determined that maximizing RO re covery is t he mo st cost beneficial. At this t ime , 93% recovery for a two- stage RO syste m is feas ib le ba sed on the source water quality, and therefore TDS and TN mass balances in the following section assume a 93 % recovery rat e.
For both options, th e proposed RO systems were sized to tre at the final comb ined effluent to just bel ow the Beaumont Ba sin Plan req ui rem ent ( i.e., Beaumo nt Ba sin maximum benefit objective) for TN. Fo r low er final comb ined effluent TN conce ntra tion s, additional RO treatment capa ci t y can be added to the systems.
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2.1 Option 1
This first option in vo lves tre at ing a percentage of the WWTP effluent with RO for re cycl ed water irr igation use . Since the WWTP must meet tertiary st an da rds in order to be recycled, an MBR, ch lorina ti on tank, and RO system wo uld all need to be implemented for this alternative.
Therefore, th is process involves sending 1 MGD of th e approximately 3.6 MGD WWTP influent through the M BR from the primary clarifiers, th en to th e chlorination tank; the remaini ng 2.6 MGD will cont inu e discharg ing to th e pe rco lation pon ds.
After disinfection, 0.5 MGD of this 1 MGD flow w ill be sent to the two- stage RO syste m and the remain ing 0.5 MGD will blend with the RO permeate . Assu ming 93% recovery, around 0 .035 MGD of the RO treated 0.5 MGD will be converted into br ine. Thi s b rin e w ill be se nt to mecha ni cal evaporato rs and salt evaporation ponds that w ill be locate d ne ar the RO facility. These sal t evaporat io n ponds will require arou nd 8 acres of su rfa ce area and will be designed to meet the Title 27 requirements described in Section 2.4. Th e 0 .47 MGD RO permeate will comb ine with the 0.5 MGD WWTP effluent for a total of 0.9 7 MGD available fo r reu se.
The TDS and TN of th e 0.97 MGD reuse wate r will be about 207 mg/ Land 4 .4 mg/ L, respect ively, meeting the Beaumont Ba si n Plan re qu ire ments of 330 mg/ L for TDS and 5 mg/ L for TN. The water quali ty of the remaining WWTP effluent th at will discharge to th e percolation ponds w ill remain unchanged , with a TDS of 390 mg/ L TDS and TN of 7.5 mg/ l. These concentrations are both below the California Regional Water Quality Control Board, Colorado Rive r Basin Region' s RWQCB) Board Ord er Rl- 20 16- 0015 ( Boa rd Order) perco lat ion lim its of 440- 490 mg/ L for TDS and 10 mg/ L for TN. See Figure 1 for the detailed mass balance of th is option, including the eva luated ava il able reus e w ater for 93%, 80% and 75% RO reco very.
Figure 1. WWTP TDS Mass Balance
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2.2 Option 2
The second alterna tive involves treating NP- 1 with RO for recycled w ater irr ig ation use. For this option, 1 MGD will be pumped from NP -1. Of this 1 MGD, 0 .8 MGD will flow to the two- stage RO system, and 0. 2 MGD will ble nd with th e RO permeate. Assuming 93% recovery, t here will be approximately 0. 056 MGD of RO brine, wh ich will be sent to mechanical evaporators and salt evaporation ponds loca ted near the RO facility. These sa lt ev aporation ponds will require around 15 acres of surface area an d will be designed to meet the Title 27 requirements de scribed in Secti o n 2.4. The 0. 74 MGD RO permeate will blend w ith the 0 .2 MGD non- treate d water fr om the we ll for a total of 0. 94 MGD available for reuse.
The fi nal TDS an d TN of th e 0 .94 MGD recycled water will be about 99 mg/ L and 4. 0 mg/ L, res pectively, below the Beaumont Bas in Plan requ irement s. The water quality of the WWTP effluent th at discharges to the percolation ponds will remain unchanged , with a TDS of 390 mg/ L TDS an d TN of 7 .5 mg/ L, bot h below the RWQCB Board Order percolat ion limi ts. See Figure 2 for the detailed mass balance of this option, incl uding the evaluated available re use water for 93 %, 80%, and 75 % RO recove ry.
1234
Figure 2. NP- 1 TDS Mass Balance
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2.3 RO Facility Sftlng
Among the potential recycled water demands, the Sun Lakes Country Club with a demand of 0.76 MGD is the only one located over the Beaumont Basin. As such, an RO facility can be sized for the demand by the Sun Lakes Country Club and be located near the service connection . Brine from the RO facility would be discharged back into the sewer and treated at the WWTP.
The capital costs for this option would be smaller than siting the RO facility near the WWTP and NP-1 well . However, locating the RO facility at the service connection has significant drawbacks including:
1. The remote O&M will result in higher operations costs.
2. The brine flow will be discharged to the sewer and treated again at the WWTP. If treatment Option 1 is pursued, the return brine will result in gradual increase in the WWTP TDS level.
3. If lower TDS levels become important for the other potential users, it would be much harder to implement in the future.
4. Having the location by the WWTP allows for future brine management such as evaporation ponds.
Because of these drawbacks, it is recommended that the RO facility be located near the WWTP .
2.4 Title 27 Requirements
The discharge of the RO to the brine evaporation ponds is subject to regulation under the California Code of Regulations, Title 27 Environmental Protection ( 27 CCR), Division 2 Solid Waste . This liquid-designated waste must be contained in a Class II surface impoundment constructed with a double liner and a leachate collection and removal system ( LCRS) per CCR, Title 27. As part of the CCR, Title 27 requirements, the Discharger is also required to monitor the surface impoundments, including the vadose zone and groundwater beneath the site.
In order to comply with this regulation, the design of the evaporation ponds will include several layers of protection and monitoring capabilities. The uppermost fayer will consist of a 60-mil textured HOPE primary liner, which will prevent leachate from migrating below the ponds. A second 60-mil HOPE drain liner will make up the bottom of the LCRS. The bottom liner is defined as the free-draining vadose zone monitoring system (VZMS).
This LCRS system will be designed to detect any leaks and collect any moisture that may develop in the LCRS . The bottom liner will capture any liquid that leaks through the upper primary liner, with the liquid being collected in a sump area for collection and removal. The sump will be continuously monitored using a level switch that will be installed in the monitoring tube of the LCRS sump.
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3. COST ESTIMATE
3 .1 Option 1
The order of magnitude costs for Op tion 1 are detailed below. The capital costs required for th e WWTP effluent to meet tertiary standa rd s include MBR, disinf ecti on, an RO system, as well as brine evaporation ponds and mechan ical evaporators.
WWTP
MBR- 3. 6 MG D $ 52, 887, 000
Chlorination Tank - 3.6 MGD $ 2,377, 700
RO System - 0.5 MGD $ 1,619, 000
Brine Evaporation Ponds and Mecha nical $ 5,256, 100
Evaporators
TOTAL $ 62, 139, 800
9.2 Option 2
The order of magnitude cost for Option 2 is detailed below. Th e capital costs required for NP- 1 to meet non- potable standards are an RO system as we ll as brine eva pora ti ons ponds and mechanical evaporators.
NP- 1
RO System - 0. 8 MGD $ 3,497, 500
Brine Eva poration Ponds and $ 2,948, 000
Mechanical Evaporators
TOTAL $ 6,445, 500
4. RECOMMENDATIONS
It is recommended to im plement Option 2 now and Option 1 once the upgrade of the WWTP is comple te . The time of construction to upgrade th e WWTP, incl uding building the new MBR and ch lorination ta nk, is esti ma ted to take approximately 3 years. Therefore , in order to se rve the current recycled wate r demands from Sun Lakes Country Club within the se 3 years, a 1 MGD RO system for NP- 1 can be bui lt now . Once the construct ion for the upgra de s of the WWTP is finished, depending on the recycled wate r deman d at this time, eithe r the RO system used for NP- 1 ca n be converted for WWTP ef fluent use or a second 1 MGD RO sys tem ca n be built for the WWTP effluent. If a second RO system is installed, the NP- 1 and WWTP effluent, post ROtreatment , w ill blend to sa ti sfy the recycled water demands, thereby keeping NP - 1 in co m mission.
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Appendix B
Rancho San Gorgonio Water Supply Assessment .~ f,· l l • '
WATER SUPPLY ASSESSMENT
RANCHO SAN GORGONIO SPECIFIC PLAN
CITY OF BANNING
COUNTY OF RIVERSIDE
STATE OF CALIFORNIA
f(lMADOLE
F!\i#•i•M•i-iikti
Engineering Communities for Life
9302 Pittsburgh Avenue Suite 230
Rancho Cucamonga, CA 91730
909-481-6322
Mark Bertone, President
PREPARED BY:
Prepared for:
Encompass Associates, Inc.
5699 Cousins Place
Rancho Cucamonga, CA 91737
909-684-0093
Aaron Skeers, P.E.
Rancho San Gorgonio, LLC
January 26, 2015
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Rancho San Gorgonio Water Supply Assessment January 26, 2015 Contents
1. Executive Summary ................................. , .................................................. 4
2. Water Supply Assessment ............................................................................. 6
2.1. Introduction ........................................................................................ 6
2.2. Proposed Project Description ................................................................... 6
3. Existing Water System and Supply .................................................................. 10 3 .1 . City of Banning Water System ................................................................. 10
3.2. Current Sources of Water ....................................................................... 13
3.2.1. Groundwater ................................................................................... 15 Banning Storage
Banning Bench Storage Unit .
Banning Canyon Storage
Cabazon Storage
Beaumont Storage Unit
15 15
16 16
16 3.2.1.1.
3.2.1.2. 3.2.1.3.
3.2.1.4. 3.2.1.5.
3.2.2. Surface Water. ............................... , ................................................. 20
3.2 .3. State Water Project Water
3.2.4 .
3.3. 3.4.
3.5. 3.6.
Recycled Water ................................................................................ 22 Water Quality ..................................................................................... 23 Water shortage/emergency contingencies .................................................. 23 Current and Projected Demand
Assessment of Current Supply and Demand 25
4. Proposed Project
4.1 .
4.2. Current UWMP Demand Comprising Project Area ........................................... 27
4.3. Proposed Water Demand Factors .............................................................. 28
4.4. Proposed Project Demands ..................................................................... 29
4.5. Evaluation of UWIM' to meet Project Demand
4.6. Proposed Source of New Supply
4.7. Permits Required for New Supply
4.8. Estimate of the Cost and Schedule for New Supply
4. 9. Proposed Project Water System
5. Recycled Water System
Encompass Associates, Inc.
34 34
37 2
Ran_c:_~<> Sa_ri Gorgonio Water Supply Assessment January 26 , 2015
5.1. Introduction ....................................................................................... 37
5.2. Proposed {City) Recycled Water System
5.3. Recycled Water Delivery Options .............................................................. 39
5.4. Projected Collection of Sewage available for Recycled Water ........................... 39
5.5. Estimated amount of Recycled Water available for Landscape Irrigation .............. 40
5.6. Estimated demand for Recycled Water
5. 7.
6. References .............................................................................................. 42 Encompass Associates, Inc.
1238
Rancho San Gorgonio Water Supply Assessment January 26, 2015
1. Executive Summary
Rancho San Gorgonio is a master planned community proposed in the city of Sanning , Riverside County, California. Located on approximately 831 acres on the south side of the city, including approximately160 acres to be annexed from the county, up to 3385 residences are anticipated , among other uses and amenities .
Due to the size of the project , state law requires a Water Supply Assessment be prepared to ensure there will be an adequate supply of water for the project and the city over the next twenty years.
The city had an Urban Water Management Plan prepared , last updated in 2010, that describes in detail the various sources of water, the confidence in long-term reliability of those sources , the quality of those sources, and the projected demand for water within the city from now until buildout of the city .
The UWMP was the primary resource and was used as a basis for this WSA. Sased on information provided fn the UWMP, an assessment is made herein of the change this project will have on what was anticipated with the UWMP . Planning ahead to a built-out condition, there will be an estimated increase in population of 5243 due to this project, resulting in an increase in demand for water of 1,583 acre -feet/year.
As outlined in the UWMP and supporting reports, the city has a solid source of water, and due to a growing water account balance within the underground water basin, It is determined by this WSA that there will be an adequate supply of water to serve the proj ect and city based on existing and projected supply and demand calculations .
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Rancho San Gorgonio Water Supply Assessment January 26, 2015
2. Water Supply Assessment
2. 1. Introduction
AWater Supply Assessment (WSA) is mandated by state law, SB 610, in general for any project proposing 500 or more new residences. SB 610 stipulates when and how WSA's are needed and completed. As the city of Banning is both the land use agency and the water supplier for the proposed Rancho San Gorgonio Master Planned Community, and accompanying Specific Plan, the city is responsible for ensuring the WSA is prepared In accordance with SB 610.
Madole & Associates, Inc., and Encompass Associates, Inc., were contracted to prepare the WSA by Rancho San Gorgonio, LLC, for the benefit of the city of Banning.
This WSA is based upon the City of Banning Urban Water Management Plan (UWMP), which is anticipated to have final approval this year. Data pertaining to historical supply and demand is taken from the UWMP. Projections can then be made for the Increase In demand from the proposed Rancho San Gorgonio development.
Per SB 610, this WSA " must address whether the projected supply for the next 20 years - based on normal, single dry, and multiple dry years - will meet the demand projected for the project plus existing and planned future use ... " The following three issues must be addressed:
1. Assess water received In prior years from (and provide supporting documentation):
a. Water supply entitlements
b. Water rights
c. Water service contracts
2. If no water received in prior years, identify other water suppliers
3. If the source indudes groundwater, follow the related guidelines as applicable .
From these three inquiries, the city of Banning can determine if there is sufficient water supply for the proposed project. If there is insufficient supply, the WSA must set forth plans to acquire the necessary supply, including the estimated cost thereof, the permits required, and the estimated timeframe for supply acquisition.
2. 2. Proposed Project Description
Rancho San Gorgonio is a master planned community proposed in the city of Banning , California, comprising approximately 830.8 acres. The site Is south of Interstate 10, generally situated between Sunset Avenue and San Gorgonio Avenue, south of Westward Avenue. A portion of the property is in unincorporated Riverside County, and will be annexed into the city limits as part of the development process.
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Rancho_ San Gorgonio Water Supply Assessment January 26, 2015 The proposed project will consist of up to 3385 dwelling units, almost 49 acres of neighborhood and community parks, over 160 acres of paseos and open space, and 81 acres of right-of-way and utility easements. ( Exhibit 2-1)
A mix of residential properties is proposed, Including single-family detached in a variety of lot sizes up to half-acre lots, as well as multi -family residences. Numerous parks are planned throughout, with amenities anticipated to include a community center, picnic areas, pedestrian, bicycle and equestrian traits, and athletic fields. See Table 2-1 for a breakdown of land uses, dwelling units , and acreages .
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Rancho San Gorgonio Water Supply Assessment January 26, 201 S Table 2· 1: Proposed Land Use with Maximum Buildout Density Target
Zoning Dwelling Maximum
Type
Density Units per
Acres
Dwelling Units
Acre
Single- Family Residential" 0.5- 6 2-6 362. 8 1533
Multi- Family Residential 12. 1-18. 0 18 51. 7 930
Age - Qualified Residential 6. 1-12. 0 6.5 11S. 94 754
Mixed Use· 12. 1-18. 0 18 9. 33 168
Parks 6. Open Space n/ a n/ a 209. 18 0
Right- of- way n/ a n/ a 77. 17 0
Public Factlity n/ a n/ a 3.62 0
Storm Drain Easement n/ a n/ a 1.1 0
Future Development Area n/ a n/ a 0
830. 84 3385 -
Increase: 1986
see Table 4-2 below: 75% of currently projected buildout) Neighborhood Commercial with Residential Overlay ( 9.33 ac dedicated to MFR) 84 du ( 14 ac) are dedicated to the residential overlay within PA 16-C Encompass Associates, Inc. 9
Rancho San Gorgonio Water Supply Assessment January 26, 2015
3. Existing Water System and Supply
3. 1. City of Banning Water System
The city of Banning is the utility provider of water and sewer services throughout the city, including areas outside city limits, within the sphere of influence ( see Exhibit 3-1 ). All water is pumped from the various underground water basins via a network of wells. The pipeline system connects these wells and tank reservoirs together, broken up naturally by actual elevation differences and with pressure regulating devices into four pressure zones in order to serve all parts of the city ( see Exhibit 3-2)
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Rancho San Gorgonio Water Supply Assessment January 26, 2015
3.2. Current Sources of Water
All water enters the city system via pumping operations from the underground basins. All groundwater basins are geologic formations that, in one way or another, collect and retain water that percolates into the ground. There are different means of replenishing the underground water basin storage. Surface water naturally percolates into the ground during rainfall events , snow melt from the surrounding mountains and higher elevations, and from urban sources, " return flows", such as excess irrigation runoff. The city also purchases State Water Project (SWP) water through the San Gorgonio Pass Water Agency (SGPWA). Finally, the city has plans to utilize recycled water for nonpotable, irrigation demands, and by doing so, will free up the water supply for additional potable needs.
Table 4-1 from the UWMP summarizes current and future water supplies, and that table is replicated here. The various sources will be discussed further below, as summarized from Section 4of the INJMP.
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Rancho San Gorgonio Water Supply Assessment January 26, 2015 Table 3-1 - Current and Projected Water Supplies
Table 4-1 from the 2010 UWMP) [ acre-ft
Water Supply Source 2010· 2015 2020 2025 2030 2035
Banning Storage Unit' 1218 1130 1130 1130 1130 1130 -
Banning Bench Storage Unit1 1472 1960 1960 1960 1960 1960 Banning Canyon Storage Unit' 3726 4070 4070 4070 4070 4070 Beaumont Storage Unit' 1372 2514 2514 2514 2514 2514
Cabazon Storage Unit1 565 1185 1405 1648 1916 2212
Recycled Water Supply' 0 1680 1680 1680 1680 1680
Return Flows from Recycled Water
lrrigation1
420 420 420 420 420
Return Flows from Potable
0 9 18 28 38 48 Residential lrrigation6
SWP Table A Entitlement' 1200 2595 2595 2595 2595 2595
Total 9552 15563 15792 16045 16323 16628
1D10 values a1e actual ~, pplies utilized bv lhe City Wl 2010. The DWR Guldt- book r,tqutres Inclusion of 2010, MWe' ler- as the- deadline lor submit~ l of the lN/MP h¥- b@el' l " tended to l01t, all 2010 Yatues arc not proj« t1oni or tstlmate- s, but . arc actl. JM valuQs.. 1) M.i.:dm.m Perennial Yield Estimtlt' S fOf the BaMint and Cabazon Stor• lniU., 1nd Available Wat"°'" Supply from t~ 6t': 1umont Basin, Geosr: ience 201 1.
2 Oty of Bamirc averqe anooal productk> n from City of 6.lnnfng [email protected] within the Beaumont Storage Unit since the !> Asln was adjl.. ldiU! ted in 20CM
J) CAba' lOfl produ( tion supply lndudts approximately 710 acre- fl/yr, wnich has been ~ iveraae , annuat prtdJcUon from the City 1;1f Bar.-.fng Wett C-6, and additional water which may be- IA.IH?~ by the City as d ln M.a.Jtit•l't.lM PerRrnl• t Yield Estimates Report, Gec> 5elenc. e, : 1011 ( iee Appendix FJ. SN Section . 2. 7 for e,cptanatlon of e5- llmaf. t'J. These- V. ll~ aHUIT! f! t.hat Phase 1 ol lhe YAITT ExplOS! on wR1 be COfllpleled by 701 , i'Ni 1,6,80 acre- ft/yr wfll be treated to TMIM)' , tanJards and used to offset potable: dcm; md, 1.N?lefo, e the 1,680 acre- ft /yr Is exdud~ from these es: Limates.
I Values from ln1ll~ l Study/ Mtllaated Ntpllwe O~daraUon, Wastewater Trcatmcnt Plant Expansion and Phas~ I Recycled Waler System, May2008 prepared by t~ City of Bannfne W,ll.l'l'/Wast. ewater Utilitte' S D!!pal'tmenL Ass~ ' lf'NTP Ph. ice IWill beeomp(" ed by 2015. It Ir.am. med t~t .$. upplywill lncre, as, e, by 1. 5 MGD/ 1,610 AfV e¥ erytet' lyears.
5) Valt. les Include 251 return flow from au lfri9:., uon purposes hUide and ouhide th~ BNl for Pha. sc Iand Phase II WWTP eMl) IR5Ion project auumes Phase I wfl. l bemmpttU- d In 2014. 6) Vilua include Z5X rec..- n flow from all • rrlpt lon p.xPffles where potabte waler ls: used ( 50% or residential water use is used for lindKa{ le' iniS! Jtloo). Returns flows for ~ aumont Storqe Unrt. are not counted, . as~ City s an :: illotment of t~ Safe Vl~. Al.I reurn f1mn w1thlri the Bea. wnont 8,Jln from vnported water are dedkaled f« overdraft mlttgntlon. ~ n fto,n in the Banning Stora~ lktiU are considf: red for developments p,-ojecteo for <XllllllUctlon whkh wtll add n, w roc~areo to tho stor•~ ..ills ( t!UI ol 1 , 04 EDU. al builo ool • ill>!urned to be 2061) alonz with : ZOX2020 conservatJon. 7) A>>unes 6-0I St:. PWA SW?'"''°"' rollal> lllt1 pe, DW~• FINI Rrilabillty Repoil 9/ 17110; As> llmos Bann! n,i's allocation or avallabfe SWP water is ?5i of SGPWA Allotmel'\ t, &~ ESX- 11 ii; on line by 101 .
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Rancho San Gorgonio Water Supply Assessment January 26, 2015
3. 2. 1. Groundwater
The project and the city of Banning, among other cities in the area, are situated over the San Gorgonio Pass Ground Water Basin. The basin is broken down into five sub -units, which are not totally independent from each other (see Exhibit 3·3).
3. 2. 1. 1. Banning Storage Unit
The Banning Storage Unit is located substantially within the city limits, comprising the downtown area and beyond on both sides of lnter;tate 10. It is about 3.9 square miles in size, with an average thickness of 600 feet and up to 240,000 acre,feet of capacity (Geosclence 2011).
The city of Banning has exclusive pumping rights to the Banning Storage Unit. With the four wells currently installed within this unit, the city has pumping capacity up to 3,500 gpm , or 5,646 acre -ft/year. The Geoscience study (2011) determined the safe yield to be 1,130 acreft/year, which Is what the UWMP includes for future production projections.
3. 2. 1. 2. Banning Bench Storage Unit
The Banning Bench Storage Unit is located north of the Banning Storage Unit, mostly within the city limits, up to Banning Canyon. It is approximately 5. 9 square miles in size, with an average thickness of 30 feet and up to 1500 acre-feet of capacity (Geosclence 2011).
The city of Banning also has exclusive pumping rights to the Banning Bench Storage Unit.
Three wells within this unit produce 3,650 gpm, or 5,888 acre-ft/year. The safe yield was determined to be 1,960 acre-ft/year.
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Rancho San Gorgonio Water Supply Assessment January 26, 2015
3. 2. 1. 3. Banning Canyon Storage Unit
Extending a few miles north from Banning Bench, the Banning Canyon Storage Unit comprises the canyon area of the city. About 1.6 square miles, it has an average thickness of 161 feet and can store up to about 13,500 acre-feet (Geosclence 2011).
The Banning Canyon Storage Unit is the largest source of water for the city. The San Gorgonio River, and a diversion system from the Whitewater River, provide recharge for Banning Canyon. Eight wells within this unit produce 8,600 gpm, or 13,873 acre-ft/year . The safe yield has been determined to be 4,070 acre-ft/year.
3. 2. 1. 4. Cabazon Storage Unit
Underlying the eastern portion of the city, the Cabazon Storage Unit extends easterly to the city of Cabazon . The Cabazon Storage Unit is about 27 square miles 1n size, has an average thickness of 350 feet , and can store up to 1,000,000 acre-feet.
The city does not have exclusive pumping rights for the Cabazon Storage Unit. One well within this unit can produce 900 gpm, or 1,452 acre-ft/year. However, the city is not producing from this well, as the W\VTP currently discharges wastewater treated to a secondary standard, which does not meet domestic, potable water quality requirements. The city is anticipating utilizing the Cabazon Storage Unit to supplement the recycled water production capacity of the WWTP.
3. 2. 1. 5. Beaumont Storage Unit
Located in mostly in the city of Beaumont, part of the Beaumont Storage Unit underlies the western portion of the city of Banning. It is approximately 20 square miles in size ( 2010 UWMP).
Extraction of water from the Beaumont Storage Unit has been adjudicated ( see Section 6), with rights shared amongst the city of Banning, the Beaumont Cherry Valley Water District, the South Mesa Water District, and the Yucaipa Valley Water District.
Five wells within this unit, plus the city's share of three additional wells, produce 7,650 gpm, or 12,340 acre-ft/year. The judgment has given the city the right to pump 5,910 acre-feet annually through the year 2014. The basin Watermaster is required by law to re-evaluate the safe yield from the storage unit every ten years, and is due for a re-evaluation in 2014.
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Rancho San Gorgonio Water Supply Assessment January 26, 2015 A summary of the historical well production, broken down by year and by Storage Unit , is included in Section 4.2.2 and Table 4.3 of the UWMP .
Currently , the city does not pump all of what is allotted, and therefore maintains a water account balance. Table 4•4 in the UWMP summarizes this account, and that table is included below.
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U't lf11 WII A~ ,,_.1,n: aN.\." lr\<.l."'\ IQ,' f"-"' 111 r. 1- 11 ...... _.. .... ,_ .. _ .... , __
LTn' m B.\ l\.""41Jt, G
la. t, l,{)(;4,TIOf\." i
C"or• l loo.i..l,UOlou' lcN•
a
0 ... ,~.-(,. ... ... 1 " ...
n.,~ ... ..,uJ-..- o
0-,\' dt)-_I_I
1:::
n• ftl
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u_,__._., __ _ ~~=
r-·-
U••ui..-,
EXH 1~ f3. 3 I
l':. rl111nt 4- 3
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Rancho San Gorgonio Water Supply Assessment January 26 , 2015 UWMP Table · 4 • Ground Water fn Storage within the Beaumont Basin ( Production Controlled Appropriative
Overdra ft
Year
Rights After of Annual Overlying Operating
Producers1 Yield1
200 0 5,029
l!(JOS 0 S,0'/9
2006 0 5,029
2007 0 5,029
2003 0 5,029
2009 1, 92 · S,029
2010 1,6<15 :;. 029
201 1 1,659 5,029
1012 1,618 5,029 -
201l f,IJO S,029
201 1,805- 0
2015 1,l!05 0
1016 f,l!C6 0
20 ! 7 1,l!C6 0
2() 18 1,!! 05 0
20 19 1,l!C6 0 --
1020 1,6)5 0
2() 21 ~ 0
202.Z 1,591 0
2023 1,569 0
202 1, 5 7 0
2025 1, 71 0
2026 1 , 56 0
JJ! I 1, 0 0
2018 1 , 11 0
2D29 1, 3119 0
2030 1,328 0
2Dl1 1,306 0 -
2012 1 , 2! 0
201) 1,262 0
203 1 , 2 0 0
2015 1 , 19 0
Right) [acre•ft)
Recharge
of SWP1
0 0
0 0
0 1,1.00
1,200
1, m
1, 2911 -
1,298
2,~ 5
2,595
2,595
2,595
2,595
2,595
2,595
2,595
2,595
2,595
2,ws
2, 595
2,59S
2,595
2,~s
2,~ 5
2,S95
2,595
2,YJ5
2,595
l,59S
2,~s
Bar nlng
uctlon
om
mont
Prod
fr
Beal
Sta '~! e
u
J,
m
2,
2,
J ,
2,
1,
2 17
m
m
2,
2,
2,
2,
l,
2,
2,
2,
2,
2,
l ,
l ,
2,
2 ,
2,
2,
2,
2,
2,
2,
l,
2,
l,
2,
2,
51 ~· ~· ~· ~
4 ~· ~· ~· ™ ~· ~·
51 ~· ™ ~·
SH
Transfers
Among
Appropriators'
1,500
Estimated
Total
Water in
Storage'
Production
Right)
1,424
s,s
002
11, 159
12, 771
1!, 1lB
2 , 6«!
30, 111
35, 541
1 , 18
3 ,069
4, 955
6, B 1
4!,726
50, 612
52, 98
Sot,21" 1
55, 907
S7, 579
59, 229
60,856
62,415
63, 952
65, 66
66,958
68,428
69, 837 -
71,223
n , 581!!1
7),931
7S,l51
76, 526
1tshouid be noted tM!t tlwre ls"' dltcff" pancybttween the rtporW' d Citvof ~ nn~ w1icm: d cwcrlylr, ewiltr> r n, N i1Uociltionln 2009 H esx-t ... 1by I~ 5'i,.th Annval & Numollt BiiMfl Wilttrmastcr Rcport{ l,40~ iltre- ftl 1nd the villue of 1,492 acre- fl Hi IISled In lh1!' Orah floumont Mam. cenwnt Zonl! MilKimum Beneflh Pf'Cll.t•m Mcdeli,. Sceiarios. 2011 Appendbl A•3. 1 Prnjt! c:ti!d allocation al pumpi, cr .. lrts per Appendb: A-3 r rtot~d("d Potfocall~ of Pul't;,irl£ Risht~ fOI'" the 2004 ~ umont ~ Jin Judlment") ol the Drafi ~...aumol\ l Manqement Zone MalC! muM 84:!: nitliU Proeram Moddtnc Seen Mias, prep; ir.d byWild1!' muth Envfromtenuil, Inc. dtt, d
March 11. lQll.
1 ~ lrolfed O' ftfC.- a n lHic; nd by the kaU' Tlont S, sin Judgment for the ten ,ear pNk>d 2004 ttwoup 2012 ( s~ Appen~ G). 1 St.t~ Wam •ro;c<tpu-c:t,nn reported byWal-trm1sts for 2009yur. Val11t1 fo, purchases for 2010 year pr«Mded by Ilw! Cityo( anninc. ProjE! Cted Purch• ses ( 2011· 2035) auumed ta be 1S% of a,viu: il d~ y lo 5GPWA anddpate: d by lh~ SWP Rf' ll~blltty 11.rport I~ olth•
nuJOmum IIU\ LJJI de(i,,e,yof&.650 •ue·ft ~ veo, unU I 2013. wM:r'I EBXII b ilUUtned b! on1Ine, SGPWA fullTableA erlltlt!mt!nlOf 17,300 wiSI be ~ mibk-).
1 City of B:.nnl"I£ p,othK: UOf'I u rrpo, ttd tiv du, C1l'f' of ~tnnirw for y.;us 2~ 2010, production incl1. DH w.11tcr received from BCVWD. For y~s 20 I I1~n2020, Clly d Baonilli pum111n& i, ~nurn@d at thunr. 111.nnnu. 111pumpl, iev.11kJe al 2,514 Hre•ft/yr. ilnnsfe, rt!ported by ~ tmnust« In theSbcth AnnWil RP.po1t ollt\ e ft~i.mor,t 9;11::Wn W.1te11t1; 1slcr cbltd 2010, bv thf Clty from South Mew Encompass Associates , Inc . 19
Rancho San Gorgonio Water Supply Assessment January 26, 2015 Mutual W<11.efCOl' lpany.
1 Slln, olco..utTlhl- 1. "J, J and S m: nus c:ol'umn 4, the product b added to the pr11N10U1year Eitlmat! dToUI Watt! rln Storage. tt should be nott!d that w.1terin slOfi!i:t! v~ ts difftt froni thilt of lht! 6• AM~I \'htHmasttr repo,t dut toflscal IIS. ut.mder yuh reJH)f1Irc tl.e. 2009 values in Ole 6thAnnuill Report; 1reas of 5eptember30• 2009 and 2009- alues shown In thh tilbfea, e as of December 31, 2009).
This account balance is included in the supply projections for the proposed project in Section4 below.
The project lies over the Banning and Cabazon Storage Units. The project is planning to implement various techniques that will increase percolation and recharge opportunities within the project area, which at a minimum will limit the decrease in percolation due to development. Conversely, the proposed infiltration basins, pervious pavement and other storm water quality best management practices could very well constitute an increase in recharge, as storm runoff will be captured and retained.
Natural percolation from large storm events is not generally very high In relation to the volume of runoff , however when a significant portion of that runoff is captured and retained, recharge will be enhanced. An estimate of the average volume of runoff that could be recharged is included In Section 3.2.2 below ,
It should be noted that the excess pumping capacity in all five storage units provides the city with safeguards in case of emergencies and system maintenance .
3.2.2. Surface Water
As stated previously, surface water naturally recharges the underground water basin across the region, and most directly by the San Gorgonio River and the Whitewater River diversion.
The Rancho San Gorgonio master planned community will further augment surface water recharge , through the network of infiltration and detention basins, that will capture not only small and large storm runoff , but " retum flows" from irrigation overspray and other urban uses.
An estimate of the volume of stormwater recharge is included in Tables 3.2.2·1 and 3.2.2·2 below . The amount of Infiltration that naturally occurs prior to the development of Rancho San Gorgonio is first estimated from the hydrology calculations included in the project Master Plan of Drainage (see calculation summary sheet at the rear of this report). The result of the analysis shown in Table 3.2.2·1 represents an average percentage of rainfall that will be infiltrated.
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Rancho San Gorgonio Water Supply Assessment January 26, 2015 Table 3.2.2-1: 100-year 6-hour Storm
1 within the limits of Rancho San Gorgonlo I
Area
Total rainfall (6 -hr)
Peak rainfall volume (6-hr)
Existing Condition
Peak (volume) runoff (6-hr), from hydrology
Infiltration (total rainfall volume - runoff volume)
Total Infiltration per In of rainfall , 1478 I 3.2 =
Infiltration Yield rer in of rainfall , 462 I 849.6 =
849. 6
3.200
2,719
103
1,241
1,478
462
54\\\
ac
in
ac -in
ac-ft
ac-in
ac -in
ac-in per in
Next, it is assumed that the full average annual rainfall will either infiltrate as part of typical runoff or be captured by the infiltration basins proposed throughout the project. The infiltration basins are designed to contain the full 100-year 3-hour storm, which is a significant event and represents runoff in excess of typical, " average" storm events.
An average annual rainfall of 17.77 inches was used in this analysis, per the 2010 UWMP (page 12). As discussed above, this average rainfall quantity will be fully captured in the developed condition , however the increase in recharge due to the project is reduced by that which would occur naturally prior to development. The estimated increase in recharge is therefore 579 acre -feet per year per the table below.
Table 3.2.2•2: Estimation of Stormwater Recharge
A_!l__@al Rainfall
Average annual rainfall
total developed infiltration and capture =
See 2010 UWMP ( page 12)
Existing condition tnfiltratton based on Annual Rainfall
17.770 In
Existing condition infiltration, 0.54 x 17. 77 = 9.596 in Estimation of additional infiltration due to development Net additional infiltration due to development, 17.77 - 9.596 ~ 8.174 in 579 ac-ft (per yr)
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Rancho San Gorgonio Water Supply Assessment January 26, 2015 Surface water is not listed as a separate source in Table 3-1 above because ft merely recharges basin storage unit pumping production .
3. 2. 3. State Water Project Water
The SGPWA currently purchases water from the SWP, and sells ft lo the cities fn lhe region as needed. The city purchases water for the sole purpose of recharging the basin storage units.
The SGPWA has a contract for 17,300 acre -ft/year, but currently only has facilities that can deliver 8,650 acre-ft/year. Table 3-1 above includes the amount of SWP water the city expects lo purchase from SGPWA in the future, based in part on long-term delivery reliability estimates, established by the Department of Water Resources. 3, 2. 4 . Recycled Wate r
The city of Banning currently has no facilities to provide recycled water, however such facilities are under construction and anticipated to be in service in the next couple of years.
The city anticipated a phased approach to providing recycled water, with the first phase providing 1,650 acre-ft/year, with similar capacities being added roughly every ten years thereafter, as demand increases .
Use of recycled water displaces what would have been domestic, potable water demand, and therefore is treated as a supply, up to the limit of the demand displacement.
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Rancho San Gorgonio Water Supply Assessment January 26, 2015
3. 3. Water Quality
Section 5. 9 of the UWMP summarizes historical water quality data, and makes the conclusion that current water quality is excellent, and that there are no known reasons to expect future water quality to be any less so.
3. 4. Water shortage/ emergency contingencies
The city has adopted a Water Storage Contingency Plan in order to address emergency and disaster planning as related to water supply and fire suppression . Details are discussed in Sections 5.4 through 5.6 of the UWMP.
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Rancho San Gorgonio Water Suppl)' t.ssessment January 26, 2015
3. 5. Current and Projected Demand
The methodology used to determine city- wide water demand in the UWMP was followed in this WSA . Table 3-8 in the UWMP defines the projected water use through 2035, broken down by land use type, as was determined based upon historical data.
Projected demand in UWMP is based on population growth and estimated per capita water use . The current city General Plan projects buildout In 2061, with a population of 80, 226.
This reflects a 2% population growth rate .
Current ( 2010) city water usage is calculated to be 229 gallons per capita per day. The projections follow state guidelines, which calculates to 315 gallons per capita per day ( UWMP, page 37). However, state law currently in effect will require a 20% reduction in water use by the year 2020. Therefore, projected water use is reduced by 10% for 2015, and by 20% by 2020 and thereafter.
Table 3- 2 Current Projected City- wide Water Demand - Based on Land Use Factors Table 3-8, 2010 UWMP, with 20x2020 factored)
Average %
Water Use Sectors
Use of Water
2010 2015 2020 2025 2030 2035
SUpply2005-
2010
Population 29603 32684 36086 39842 43989 48567 ·-----
Per Capita Water Use [ gpcd) 229 283 252 252 252 252
Single Family Residential 56. 2% 4412 5833 5724 6320 6978 7704 ----- Multi - family Residential 2. 3% 120 240 236 260 288 317 Commercial/ Institutional 26. 2 % 1908 2720 2669 2947 3254 3593 Industrial 1. 2\li 95 121 119 131 145 160
Irrigation 11.9% 939 1233 1211 1337 1476 1629
Other 1.1 % 31 113 111 112 135 149
Sales to other Agencies 1.1 % 82 116 113 125 138 153
Total [ acre- ft/ yr] 7586 10376 10183 11243 12 13 13705 Encompass Associates , Inc. 24
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Rancho San Gorgonio Water Supply Assessment January 26, 2015
3.6 . Assessment of Current Supply and Demand
Table 3-3 below is a summary of Tables 3·1, 3·2 and UWMP Table 4-4, providing an analysis of the city' s projected surplus, as determined in the UWMP. Based on the current plan and projections, the city can meet future water needs.
Table3- 3: Supply and Demand ( 20x2020) Comparisons• Current City UWMP with Water Basin Account Balance
Average Water Years -
2010 2015 2020 2025 2030 2035
Total Supply' l-1,192 60 ,518 70 ,006 78 ,460 86 ,1 60 93 , 154 Total Demand" 7, 586 10, 376 10, 183 11 , 243 12, 413 13, 705 Supply Surplus 26,606 50, 142 59,823 67, 217 73, 747 79,449 Total Supply equals the account balan ce from the Beaumont Basin ( per Table 4 -4 in the UWMP, as provided in Section 3. 2.1. 5 above) plus the Supply from Table 4·1 of the UWIM' Table 3-1 above).
Total Demand is from Table 3-8 of the UWMP ( fable 3-2 above).
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Rancho San Gorgonio Water Supply Assessment January 26, 2015
4. Proposed Project
4. 1. Proposed Project Buildout Estimate
Given current market conditions, which are subject to change, project buildout ts anticipated to occur in 6 phases, one phase every three years, for a total duration of 18 years. With construction estimated to commence in 2016, buildout would occur by 2034 . Table 4·1 below reflects a linear buildout trend, with an average of 2.64 persons per dwelling, as per the city General Plan.
Table 4-1 • Forecasted Project Buildout
Year Dwelling Units Population
2016 0 0
2017 188 496
2018 376 993
2019 564 1489
2020 752 1985
202 1 940 2482
2022 1128 2978
2023 1316 3474
2024 1504 3971
2025 1692 4467
2026 1880 4963
2027 2068 5460
2028 2256 5956
2029 2444 6452
2030 2632 6948
2031 2820 7445
2032 3008 7941
2033 3196 8437
2034 3385 8936
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Rancho San Gorgonio Water Supply Assessment January 26, 2015
4. 2. Current UWMP Demand Comprising Project Area
Tile land comprising this proposed community Is included in the current UWMP, including the 160 acres to be anne><ing into the city from the county ( see Exhibit 3-1), however at lower densities than are proposed . Therefore, per Section 5 of SB 610, it must first be determined if the existing 20-year projections can meet the proposed increased demaoos. This WSA relies upon the UWMP and will only address the changes proposed with this master planned community.
Listed in Table 4-2 below is a summary of the land use zones that currently constitute the property being developed, from the city General Plan ( see Exhibit 4-1 ). The total number of projected dwelling units will then be compared with what is proposed, and the increase in dwelling units is what will be used to assess the ability of the water supply, with future projections, to serve the proposed development. Note that as the City's General Plan assumes actual development will occur at about 75 % of the maximum density, so too are the projected densities adjusted accordingly.
Table 4-2 • Existing Land Use with Projected Bulldout Density Zoning
Dwelling
Maximum
75~of
Type
Density
Units per Acres
Dwelling Units
Max.
Acre Density*
Ranch/ Agriculture•• 10 ac min. 0.10 149.49 a 6
Rural SFR 0-1 du/ac 1 26.78 26 20 ---------
Very Low SFR'" 0-2 du/ac 2 545 .57 1067 800
Low SFR 0-5 du/ac 5 0 0 0
Medium SFR 0-10 du/ac 10 14 140 105
Very High MFR 19-24 du/ac 24 26 624 468
Park Odu/ac 0 0 0 0
Open Space (Resources) odu/ac 0 69 0 0
848 1865 1399
The City General Plan assumes 75% of maximum density for buildout conditions This Type Is comprised of 8 parcels, all less than 20 acres, therefore only 8 units max Maximum units calculated by parcel, not by gross acreage In order to determine the change in projected water demand due to the proposed project, an estimate of the change in dwelling units, or population, is first required. Table 4-3 below shows an evaluation of the change in dwelling units.
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Rancho San Gorgonio Water Supply Assessment January 26, 2015 Table 4-3: Proposed Land Use with Maximum Bulldout Density Ta"iet
Type
Zoning Dwelling
Acres
Maximum
Density Units per Dwelling Units
Acre
Single-Family Residential" 0.5-6 2-6 362 .8 1533
Multi-Family Residential 12.1-18.0 18 51.7 930
Age-Qualified Residential 6.1-12.0 6.5 115.94 754
Mixed Use· 12.1-18.0 18 9.33 168
Parks a Open Space n/a n/a 209.18 0
Right-of-way n/a n/a 77.17 0
Public Facility n/a n/a 3.62 0 ·------·
Storm Drain Easement n/a n/a 1.1 0
Single-Family Residential" 0.5-6 2-6 362.8 1533
830.84 3385
Increase over current zoning: 1986
see Table 4-2 above : 75% of currently projecte_d_bu_tl_d_ou_t~)-----~ Neighborhood Commercial with Residential Overlay
9. 33 ac dedkated to MFR)
Table .4-4 below provides a comparison of current versus proposed population, broken down in 5 year increments for Inclusion in the calculations below.
Table 4-4 • Change in Population
Year 2015 2020 2025 2030 2035 2061
Current 0 328 739 1149 1559 3693
Proposed 0 752 1692 2632 8936 8936
Increase 0 424 953 1483 73Tl 5243
4. 3. Proposed Water Demand Factors
The UWMP establishes 315 gallons per day per capita as the baseline water demand for dwelling units. The baseline figure is prior to the impacts of the " 20x2020" requirement.
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Rancho San Gorgonio Water Supply Assessment January 26, 2015 Therefore, the project will be required to comply accordingly, and so a 10% reduction is included for 2015 (283 gpd), and the full 20% reduction by 2020 and thereafter (252 gpd).
These targets will be achieved in part through landscape and Irrigation design standards included in the project Specific Plan . Furthermore, landscaping, irrigation, and building plumbing requirements will be enforced by the city at building permit issuance. As stated in the UWMP, the city has determined that current city ordinances, along with the building codes, will achieve a 20% reduction in water use.
The project also proposes to utilize recycled water for landscape irrigation in common areas throughout the project. As shown fn Section 5.7 below, there is a projected irrigation demand of 218 acre-feet per year at buildout, which will be supplied by nonpolable water.
Further, it is anticipated that the project will generate 470 acre -feet per year (Section 5.5 below) in sewage, with the excess capacity of 252 acre-feet per year either contributing to recycled water demand throughout the city or being recharged back into the groundwater basins for reuse.
4. 4. Proposed Project Demands
From Table 4· 3 above, the estimated increase in dwelling units is 1986. Per the city of Banning Water Master Plan ( WMP, 1994), persons per dwelling Is estimated at 2.64 across all residential density types. Therefore, the projected population increase at buildout will be 5243 , changing the city-wide estimated buildout population to 85,513, or 2.1S growth rate .
However, as the project is anticipated to be built out in 18 years, this population increase , as shown in Table 4-1 above, is utilized in the calculations.
Table 4-5 shows the estimated project demand . The same Land Use Factors and Buildout rate are used as per the UWMP.
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Rancho San Gorgonio Water Supply Assessment January 26, 2015 Table 4-5 • Project Water Demand - Based on Land Use Factors with 20x2020 factored)
Average % Use
Water Use Sectors of Water Supply 2015 2020 2025 2030 2035 2005-2010
Population 0 752 1692 2632 8936 --.
Per Capita Water Use [gpcd] 283 252 252 252 252
Single Family Residential 56.2% 0 119 269 418 1417
Multi-family Residential 2.3% 0 5 11 17 58
Commercial/Institutional 26.2% 0 56 125 195 661
Industrial 1.2% 0 3 I, 9 30
Irrigation 11.9'.li 0 25 57 88 300
Other 1.1 % 0 2 5 8 28
to other Agencies 1.1 % 0 2 5 8 28
Total [acre-ft/yr] 0 212 478 743 2522
Table 4-6 shows proposed, city-wide water demand, based on Table 3-8 from the UWMJ', and shown above in Table 3·2, adjusted for the projected increase in population due to the proposed project . Land use factors , as determined in the UWMP, are not to be confused with the proposed project land uses. Historical city-wide demand has been appropriated by land use based on actual usage data which has been maintained by the city, which provides a means of determining the impact new development will have on city-wide water demand.
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Rancho San Gorgonio Water Supply Assessment January 26 , 2015 Table 4-6 - Proposed Projected City -wide Water Demand • Based on Land Use Factors with 20x2020 factored) ----
Average "
Water Use Sectors
Use of Water
2010 2015 2020 2025 2030 2035
Supply 2005 ·
2010
Population 29603 32684 36510 40795 45472 55944
Per Capita Water- Use [ gpcd] 229 283 252 252 252 252
Single family Residential 56.2% 4412 5833 119 269 418 1417 Multi -family Residential 2.3% 120 240 5 11 17 58
Commercial/Institutional 26.2% 1908 2720 56 125 195 661 Industrial 1.2% 95 121 3 6 9 30
Irrigation 11.~ 939 1233 25 57 88 300
Other 1.1 % 31 113 2 5 8 28
Sales to other Agencies 1.1 % 82 116 2 5 8 28
Total [ acre-ft/yr] 7586 10376 10306 11 515 12836 15792 Total demand is calculated by multiplyil11! Population with Per Capita Water Use, and applying a unit conversioo factor to translate from Rpcd to acre -ft/yr.
Nole that projections fn this WSA will follow the time horizon used in the UWMP for consistency. The UWMP projects supply and demand beyond the required 20-year period required for this project.
4. 5. Evaluation of UWMP to meet Project Demand
Current supply projections are included in the UWMP ( Table 5-9), based on past record data, with projections based on the trends established by that actual data. Those projects have been modified to include the Water Basin Account Balance, as per the table on page 42 of Maximum Perennial Yield Estimates for the Banning and Cabazon Storage Units, and Available Water Supply from the Beaumont Basin", Geoscience Support Services, Inc., 2011 .
The basin account balance represents surplus water, annually , that the city does not draw but which it has the right to pump. The city has not been drawing its full allotment , therefore the water account balance has been increasing, and is projected to increase over time .
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ancho San Gorgonio Water Supply Assessment January 26, 2015 Ox2020) Compartsons • Current City UWMP •
ect (UWMP Ta.ble 5- 9)
Table 4•7: Supply and Demand (2C
Without Proj
Average Water _Y_e_ars ___________ ----- t
1Q1Q
TotalSupply 9,552
Total Demand 7,586
Supply Surplus 1,966
Total Supply N/A
Total Demand NIA
pply Surplus N/A
Total Supply N/A
Total Demand N/A
Supply Surplus N/A
2015
6 15,56 ;
10,376
5,187
2020 2025
15,792 16,045
10,183 11 ,243
5,609 4,802
Single-, dry Water Years
12,043 12,314 12,608
9,821 9,638 10,642
2,222 2,676 1,966
2030 2035
16,323 16,628
12,413 13,705
3.910 2,923
12,928 13,235
11,749 12 ,972
1.179 263
Multiple -----------; e-dry Water Years
12 ,784 13,038 13,316 13,619 13,926
8,184 8 ,032 8,868 9,791 10,810
4 ,600 5,006 4,448 3,828 3 ,1 16
With the proposed project, the table above has been revised below to include the project demands.
Table 4·8: Supply and Demand ( 20x2020) Comparisons - Current City UWMP - With Project -
Average Water Years
2010 2015 2.020 2025 2030 2035
Total Supply 9,552 15,563 15 ,792 16,045 16,323 16,628
Total Demand 7 ,586 10,376 10,306 11 ,515 12,836 15,792 Supply Surplus 1,966 5,187 5,486 4,530 3,487 836
Single-dry Water Years
Total Supply N/A 12 ,043 12,314 12,608 12,928 13,235
Total Demand N/A 9,821 9,754 10,899 12,149 14,947 -
Supply Surplus N/A 2,222 2,560 1,709 779 - 1,712
Multiple-dry Water Years
Total Supply N/A 12,784 13,038 13 ,316 13,619 13 ,926
Total Demand N/A 8 ,184 8,129 9 ,083 10,125 12 ,456
Supply Surplus NIA 4,600 4,909 4 ,233 3,494 1,470
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Rancho San Gorgonio Water Supply Assessment January 26, 2015 Table 4-8 demonstrates that there will be sufficient supply to support the proposed project in all cases except for Single-dry Water Years starting in 2035. Table 4·9 provides a comparison of the projected water account balance with the Single-dry Water Year shortfalls, indicating that there Is a substantial surplus of water.
Table 4-9: Single-dry Water Year Surplu,; or Shortfall and Water Account Balance · With Project
Single-dry Water Years
2010 2015 2020 2025 lliQ ill.a
Supply Surplus N/A 2,222 2,560 1,709 779 ( 1,712)
Water Account
24,640 44,955 54,214 62,415 69 ,837 76 ,526
Balance
Sufficient Water
NIA NIA NIA NIA NIA Yes
Account Balance ---
This analysis reflects projected supplies that the city has physical access to and the legal right to acquire and provide.
An additional assessment is requlred to determine if the city has the current capacity, in terms of well production, to meet these demands on a daily basis. Table 4·2 of the UWMP summarizes the current system well capacity. The historical low capacity of 28,754 acre-feet per year exceeds the total city demand of 14,215 acre-feet per year in 2035. Therefore, there is current system pumping capacity.
4. 6. Proposed Source of New Supply
As shown in Section 4.5 above, new sources of supply are not required to support the project.
This is in due largely to the following:
1) As stated above, the city has taken measures to comply with the state-mandated " 20 by 2020" water reduction program . The various water conservation measures taken by the city come into effect and are enforced during the building construction process.
Th1s Is 1neluded in the projections made in this WSA.
2) The pending completion of the State Department of Water Resources' ( along with SGPWA) East Branch Expansion Phase II project, which will bring additional capacity for State Water Project water to the area . This capacity is included in the projections made in this WSA.
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Rancho San Gorgonio Water Supply Assessment January 26, 2015 3) The proposed use of recycled water for common area irrigation for the project. As shown above, the project will be able to generate more recycled water than will be utilized for irrigation. The fact that potable water will not be used for common area irrigation is included In the projections made in this WSA, however the benefit provided due to the surplus recycled water, whether it is used elsewhere in the city, or by being recharged into the groundwater basin, is not included In the projections herein, and thereby adds a level of conservation to the supply calculations. 4) Integrated Stonm Water Quality provisions are proposed throughout the Rancho San Gorgonio master planned community. The primary concept is for all storm runoff to be conveyed to a system of infiltration basins prior to discharge to the creek system.
These Infiltration basins not only capture storm runoff, but every day nuisance water as well, and in tum recharge the underlying groundwater basins. Per the project Preliminary ( Storm) Water Quality Management Plan, the basin system has been designed for a volume of 316,681 cubic feet, or 7.3 acre-feet.
4. 7. Permits Required for New Supply
As shown in Section 4.5 above, new sources of supply are not required to support the project.
4. 8. Estimate of the Cost and Schedule for New Supply
As shown in Section 4.5 above, new sources of supply are not required to support the project.
4.9. Proposed Project Water System
Asystem of water main pipelines will be installed throughout the project, with larger lines serving as the backbone infrastructure, which in turn will serve smaller local waterlines distributed throughout the various planning areas.
There will be at a minimum two points of connection to the existing city water system. It is anticipated that the project will connect to the city's " Main" pressure zone in Sunset or Westward, at the westerly or northwesterly portion of the project . A second main connection will likely be on San Gorgonio Avenue , which is in the city's " Lower" pressure zone. It is anticipated that a pressure reducing valve will be required with at least the connection to the Main" pressure zone in order to safely and efficiently serve the project. At this time, this new zone is titled "Rancho San Gorgonio".
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Rancho San Gorgonio Water Supply Assessment January 26, 2015 The projecl " Master Plan of Water " report estimates the size of the various pipelines, and assesses the need for emergency storage and fire suppression capacities.
An independent recycled water system Is a proposed alternative to traditional irri{ lation from potable water sources for this master planned community . See Section 5 for a description of the recycled water system.
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5. Recycled Water System
5.1 . Introduction
The city is requiring that the Rancho San Gorgonio project utilize recycled water for all common area irrigation demands. This includes median and parkway landscape areas along the major streets within the project, as well as at the various parks and community centers throughout the master planned community. Landscaping on private property at residences will still be irrigated with domestic, potable water.
A recycled water system would reduce the amount of potable water required to serve the proposed project, while at the same time reducing the impact to the existing sewer system and waste water treatment fa~ility . There would be an added expense due to the additional facilities required to support a recycled water system .
5.2 . Proposed (C ity) Recycled Water System
At present, the city is constructing a centralized recycled water system. Pipelines are being installed in Westward Avenue west of Sunset, northerly on Sunset Avenue, and then easterly in Lincoln Avenue, eventually reaching the wastewater treatment plant. Expansion of the WWTP is anticipated , but work has not yet begun .
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A likely option is for a satellite package plant to be constructed, either somewhere within the limits of the community, such as PA 16-A, or at a strategic location nearby . One of the primary end-users of recycled water within the city is the Sun Lakes Golf Course.
Alternatively, a connection could be made to the pipeline the city is currently constructing .
The recycled water would be produced at the upgraded city WWTP . Connections could be made at Westward and Sunset Avenues, or up to Lincoln Avenue via 8th or 22"' Streets .
Regardless of the ultimate source of recycled water, a system of pipelines will be required throughout the project. see Exhibit 5·2 for the proposed location of the on-site recycled water system, as well as the location of the points of connection anticipated at this time.
5.4. Projected Collection of Sewage available for Recycled Water Based on figures outlined in the city's Sewer Master Plan ( 2006), the project ts estimated to generate 0.839 MGD of sewage, or a peak amount of 1.4 MGD.
Table S.4-3: Estimated Increase In Required Sewer Capacity Exlstlni Proposed
Land Use Factor Unit " Buildout" MGD MGD
DU
DU or AC
Residential 194 Gal/Capita/Day 1399 0.271406 3385 0.65669 Commercial 1500 Gal/ Acre/Day
Industrial 1000 Gal/ Acre/Day
Airport 250 Gal/ Acre/Day
Public Park 182448
Gal/ day based on
1 0.18245
Fixture Units
Prison (Rehab.
2000 Gal/ Acre /Day
Center)
Total Average flow 0.271406 0.83914
Total Peak Flow• 0.46139 1.42653
Increase 0.96514 -
Note : Park area includes PA 10, PA 11 and 12 only.
peaking factor is from SSS ( see Section 3.1 of the MPS for the formula , dry weather) Encompass Associates, Inc . 39
Rancho San Gorgonio Water Supply Assessment January 26, 2015 5 . 5. Estimated amount of Recycled Water available for Landscape Irrigation
Per Section 5.4 above, the project could provide 0.839 MGD of sewage for treatment and conversion to recycled water. A membrane bioreactor (MBR) wastewater treatment plant is proposed and discussed in detail in the project MPS . With a conservative yield of 50%, the plant could generate at least 470 acre-feet per year (50% of 0.839 MGD converted to acre• feet per year) of recycled water for common area landscape irrigation use.
As the peak demand for irrigation does not generally coincide with the peak generation of sewage, storage capacity would likely be required to accommodate peak irrigation needs.
Alternatives to storage would be to supplement with domestic water as needed, lie into an off-site source of recycled water, or tie into an off-site sewertine to draw wastewater as needed.
5.6. Estimated demand for Recycled Water
Based on preliminary calculations in the project Master Plan of Water, there are approximately 218 acres of common area landscaping for which recycled water is anticipated to be utilized for irrigation. Those areas include street parkways and medians, Paseos and creek setback areas, and significant portions of the large proposed parks. There will be a mix of turf and drought-tolerant landscaping watered with recycled water. Per the MPW, an average demand of 194,356 gallons per day is estimated, or 218 acre-feet per year.
5. 7. Projected Reduction in Potable Water Demand
A detailed study would be required to determine if all of the available wastewater could be used for irrigation purposes, depending on how the recycled water system is configured ultimately. It is assumed hen,in that all of the wastewater generated could be recycled into water for irrigation use ( with a yield of 500'..). therefore there would be a reduction of 470 acre-feet year in potable water demand for the city, and approximately 218 acre -feet year from the project, at buildout.
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Rancho San Gor gon1o Water Supply Assessment January 26, 2015
6. References
California Code of Regulations. Californi a Water Code Division 6, Part 2.6 . Urban Water Management Planning . 2010 .
Carollo Engineers . Ci ty of Banning Recycled Water Master Plan Study, Final. September 2006 .
Geoscience Support Services, Inc. City of Banning 2010 Urba n Water Management Plan. July 22, 2011 .
Geoscience Support Services , Inc . Maximum Perennial Yi eld Estimates for the Banning and Cabazon Storage Units , and Available Water Supply from the Beaumont Basin, Prepared for:
City of Banning. March 29 , 2011.
MWH , Inc . City of Banning Water System Hydraulic Modeling Report - Final Report. May 2002 .
NBS / Lowry, Inc . Final Water Master Plan - City of Banning. March 1994.
NBS/ Lowry , Inc. Final Sewer Master Plan - City of Banning. March 1994.
RBF Consulting, Inc., & Brownstein Hyatt Farber Schreck. Water Supply Assessment for Butterfi eld Specific Plan. December 2011 .
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Rancho San Gorgonio HEC· HMS Preliminary 100- year 6-hour Hydrology From the Master Plan of Drainage Existing Condition
TotalArea • Portion In RSG Total Volume
Subarea AC AC % Ac- Ft
SmlthCreek_ S7 268 19. 3 7% 31. 6
SmithCreek_ S4 83 22.9 27% 8.9
SmithCreek_ S3 1298 1.1 0% 141. 6
SmithCreek_ SS 56 16. 7 30% 6.2
SmithCreek_ S8 232 36. 1 16% 25.3
SmilhCreek_ S9 297 14. 7 5% 34. 1
Gllman_ G3 116 68. 1 59% 15. 5
SmithCreek_ S7 268 217. 4 81% 31. 6
Pershlng_ P3 372 309. 3 83% 45. 3
Montgomery M4 179 144. 2 80% 23.3
Totals 849, 6 389% 363. 40
Encompass Associates, Inc.
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Prorated Volume
fil: E!.
2.28 2.45
D.12
1.86 3.94
1.68 9.11
25. 62
37.61 18. 75
103. 41
Rancho San Gorgonio Estimation of Stormwater Recharge
lOO• year ti•hour Storm
within the llmlts of Rancho San Gor. 1.onlo
Area
Total rainfall ( 6-hr)
Peak rainfall volume (&- hr)
Existing Condition
Peak ( volume) runoff ( 6-hr), from hydrology
Infiltration ( total rainfall volume - runoff volume)
Total Infiltration per in of rainfall, 1478/ 3. 2 =
Infiltration Yield per ln of rainfall, 462 / 849. 6 =
Estimation of Stormwater Recharge
Annual Rainfall.
849. 6 ac
3.200 in
2,719 ac-in
103 ac- ft
1,241 ac•in
1,478 ac-ln
462 ac-rn per in
54%
Average annual rainfall= total developed infiltration and capture 17. 770 in See 2010 UWMP ( page 12)
Existing condition lnfHtratlon based on Annual Rainfall Existing condition infiltration, 0.54 x 17. 77 = 9.596 in Estimation of additional lnfiltratlon due to development Net additional Infiltration due to development, 17. 77 • 9.596 = 8.174 in 4/30/ 2014
579 ac- ft (per yr)
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JOSEPHS. AKWFI ( Bar No. 68619)
AKLUfl AND WYSOCKI
3403 Tenth Street, Suite 610
Riverside, California 92501
909)682-5480 Office
909)682-2619 Fax
Attorneys for Plaintiff, SAN TIMOTEO
WATERSHED MJ\NAGEMENT AUTHORITY
NO FILING FEE REQUIRED PER
GOVERNMENT CODE, SEC. 6103
FOIL ~
COUR f OF- CALIFORNIA
@
COUNTY Of RMRS1ll£
FEB - 4 20M
SUPERIOR COURT OF THE STATE OF CALIFORllIA
FOR THE COUNTY OF RIVERSIDE, RIVERSIDE COURT
SAN TIMOTEO WATERSHED
MANAGEMENT AUTHORITY, a public
agency,
Plaintiff,
vs.
l
l
CITY OF BANNING, a municipal )
corporation; BEAUMONT-CHERRY VALLEY)
WATER DISTRICT, an irrigation )
district; YUCAIPA VALLEY WATER )
DISTRICT; a county water district; )
PLANTATION ON THE LJ\KE - LLC, a )
California limited liability )
company; SHARONDALE MESA OWNERS )
ASSOCIATION, an unincorporated )
association; SOUTH MBSA MUTUAL )
WATER COMPANY, a mutual water )
company; CALIFORNIA OAK -VALLEY )
GOLF AND RBSORT LLC, a California )
limited liability company; OAK )
VALLEY PARTNERS LP, a Texas limited)
partnership; SOUTHERN CALIFORNIA )
SECTION OF THE PROFESSIONAL GOLFERS)
ASSOCIATION OF AMERICA, a )
California corporation; SUNNY~CAL )
EGG AND POULTRY COMPANY, a )
Calitornia corporation; MANHEIM, )
MANHEIM & BERMAN, a California )
General Partnership; WALTER M. )
BECKMAN, individually and as )
Trustee of the BECKMAN FAMILY TRUST)
dated December 11, 1990; THE ROMAN)
CATHOLIC BISHOJ? of San Bernardino, )
CASE NO. RIC 389197
STIPULATION FOR ENTRY OF
JUDGMENT ADJUDICATING
GROUNDWATER RIGHTS IN THE
BEAUMONT BASIN
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8 a California corporation; MERLIN )
PROPERTIES, LLC; LEONARD M. )
STEARNS and DOROTHY D. STE~S, )
individually and as Trustees of the)
LEONARD M. STEARNS FAMILY TRUST OF)
1991; and DOES l through 500, )
inclusive, )
Defendants. ) ________________ )
I. STIPULATING PARTIES IDENTIFIED
The following parties, and each of them, agree to the terms 911 of this stipulation:
1011 Plaintiff:
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
SAN TIMOTEO WATERSHED MANAGEMENT AUTHORITY
overlying Defendants:
l. 6HARONDALE MESA OWNERS ASSOCIATION, an unincorporated association
2. CALIFORNIA OAK VALLEY GOLY AND RESORT LLC, a California limited liability company
J. OAK VALLEY PARTNERS LP, a Texas limited partnership
4. SOUTHERN CALIFORNIA SECTION OF THE PROFESSIONAL GOLFERS ASSOCIATION OF AMERICA, a California corporation
5. SUNNY-CAL EGG AND POULTRY COMPANY, a California
corporation
6. MANHEIM, MANHEIM & BERMAN, a California general
partnership
7. WALTER M. BECKMAN, individually, and as Trustee of the BECKMAN FAMILY TRUST dated December 11, 1990
8. THE ROMAN CATHOLIC BISHOP of San Bernardino, a
California corporation
9. MERLIN PROPERTIES, LLC
10. LEONARD M. STEARNS and DOROTHY D. STEARNS, individually and as Trustee~ of the LEONARD M. STEARNS FAMILY TRUST
OF 1991
11, PLANTATION ON THE LAKE LLC, a California limited
liability company
Appropriating Defendants:
Ill
1. 2.
3. 4.
CITY OF BANNING, a municipal corporation
BEAUMONT-CHERRY VALLEY WATER DISTRICT, an irrigation
district
SOUTH MESA MUTUAL WATER COMPANY, a mutual water company YUCAIPA VALLEY WATER DISTRICT, a county water district
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II. RECITALS
WHEREAS, plaintiff is a joint powers public agency, formed in 2001 for the purpose, among others, of preparing and implementing a Water Resources Management Plan for the San Timoteo Watershed and the waters tributary thereto, including the Beaumont Basin, in order to conserve local water supplies, improve surface and subsurface water quality and quantity, and to protect and enhance groundwater storage, tor the benefit of the public;
WHEREAS, the Beaumont Basin, also known as the Beaumont Storage Unit, is the common source ot water supply for
appropriative water uses within the communities of Banning, Beaumont, Cherry Valley and Calimesa, and for various overlying uses including, but not limited to, golf courses and related facilities and agricultural production, including egg production and related agricultural irrigation uses;
WHEREAS, the maximum quantity of water which can be produced from the Beaumont Basin, at safe yield, is currently estimated to be 8650 acre feet per year, and the total groundwater production from the Beaumont Basin has exceeded and continues to exceed its safe yield;
WHEREAS, much of the land area within and adjacent to the Beaumont Basin is proposed to be intensively developed with residential, commercial and industrial uses, which will place additional demands on local water . resources;
WHEREAS, it is estimated that the Deaumont Basin has the capability of storing more than 200, 000 acre feet of water for overlying and appropriative use by water users within and 3 STIPIJI. ATIOI IOI UIRY Of JU) GIIEHT
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adjacent to the Beaumont Basin;
WHEREAS, the plaintiff proposes to invest substantial public funds to construct facilities that will enable the storago of water within the Beaumont Basin, in addition to the storage that occurs naturally;
WHEREAS, the overlying and Appropriating Defendants wish to secure the provision and availability of a reliable, affordable, long- term water supply for the area within plaintiff' s jurisdiction, making reasonable and beneficial use of the native groundwater in the Beaumont Basin, and other local water resources, promoting the importation of water into the area, and storage of such water, and local surface waters, in the Beaumont Basin;
WHEREAS, the overlying Defendants believe that it is in their best intereet to enter into this Stipulation and be subject to the attached Judgment, rather than continue to litigate tho safe yield of the Beaumont Basin, the quantity of their overlying rights, both historical and unexercised, the rights they may have to use the storage volume existing beneath their respective lands, and other issues;
WHEREAS, in order to protect existing overlying and
appropriative uses and to justify and protect the public investment necessary to utilize the available groundwater storage capacity in the Beaumont Basin, it is necessary to adjudicate the Beaumont Basin and to define the respective water rights of the overlying and appropriative producers of groundwater.
NOW, THEREF" ORE, the undersigned parties, and each of them, hereby agree to the following Stipulated Terms.
4 SIIPUlATIDN IOI EMTIY Of MGlttNT
1261
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e~ ,
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l
III. STIPULATED TERMS
l. B!m 2t. , 1udgm! rnt: Judgment may be filed and entered in the form attached hereto as Exhibit 11 111 and made a part hereof.
2. filfiH! ~ Dsl ~ 2: Zti: Each party shall bear its own costs, attorneys fees and litig ation expenses arising out of this adjudication.
J. ~: Notice of entry of judgment, the right to
trial, stay of execution and appeal, is hereby waived, except as expressly set forth in the Judgment.
4. Binding Effect: This stipulation and all obligations herein, shall be binding on and shall inure to the benef i t of the heirs, executors, administrators~ successors and assigns of the parties hereto.
5. construct ion and Interpretati2n: No adverse
construction or interpretation of this Stipulation shall be made under the Civil Code simply because the parties drafted or participated in the drafting of this Stipulation. The terms ot the Judgment shall be interpreted to further the purposes of this Stipulation.
6. Jurisdiction and Venue: The superior court of
California in and for the County of Riverside shall have jurisdiction of this matter. In the event of any litigation arising out of this Stipulation, venue shall conclusively be deemed to lie in the County of Riverside.
7. Adyice of counsel: The undersigned each have had the opportunity to consult with or have consulted with their own legal counsel regarding this Stipulation and all matters set forth herein, or have knowingly waived the right to do so. 5 STtPULAlltlf f'OI ENUY or JI.DGttENT
5c!!
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12 13
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18 19
20 21
22 23
24 25
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28 r") , .. .~)
8. Authority: Each person executing this stipulation on behalf of any of the undersigned has been fully ompowered to execute this stipulation and that all necessary action for the execution of this Stipulation has been taken.
IT rs so STIPULATED:
Dated: t/<s? /p4--
Dated: /,¾~/ 4~
Dated:
Dated:
Dated:
Dated:
a·
By ~! 2~~: l.,;<U~n2: 22:__
BEAUMONT- CHERRY VALLEY WATER
DISTRICT
By _
P_r_e_s_1~'d~e_n_t_,....,. a-o_a_r_d-- o~f-D~irectors
YUCAIPA VALLEY WATER DISTRICT
By
President, Board of Directors
PLANTATION ON THE LAKE LLC
By
President, Board of Directors
SHARONDALE MESA OWNERS
ASSbCIATION
By
President, Board of Directors
6 SflPULAUON Fett ENtU Of JUUW- ltf
1262
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I '; , , za
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ii
I •
1 1 a. Authority: Each person executing this Stipulation on 2 behalf of any of the undersigned has been fully empowered to J execute this Stipulation and that all necessary action for the 4 execution of this stipulation has boen taken.
5 6
7 IT IS SO STIPULATED:
811 Dated:
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17 18
Dated:
Dated: J-4!),la~~
1911 Dated:
20 21
22 23
24 25
26 27
28 Dated:
Dated:
SAN TIMOTEO l~ATERSHED MANAGEMENT
AUTHORITY
By __ ...,..., ____________ _
President, Board of Directors
CITY OF BANNING
By
1-layor
BEAUMONT- CHERRY VALLE~ WATER
DISTRICT
By
YUCAIPA VALLEY WATER DISTRICT
By
President, Board of Directors
PLANTATION ON THE LAKE LLC
By
President, Board of Directors
SHA~ONDALE MESA OWNERS
ASSOCIATION
By
President, Board of Directors
6 SJIPULAIION fO!t ENTltY or JU)CJIENf
1 2
3 4
5 6
7 8
9 10
11 12
i
I r=
13 ia
i; c; 14
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I . J: 15
w§
3~i- 16
ill ' > = 17
18 19
20 21
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24 25
26 27
28 8 . Authority: Each person executing this Stipulation on behalf of any of the undersigned has been fully empowered to execute this Stipulation and that all necessary action for the execution of this Stipulation has been taken.
IT IS SO STIPULATED:
Dated:
Dated:
Dated:
Dated: 101.. i./4.3_
Tf
Dated:
Dated,
SAN TIMOTEO WATERSHED » ANAGEMENT
AUTHORITY
By--~----~-~~----
President, Bo~ rd of Directors
CITY OF BANNING
By=----------------
Mayor
BEAUMONT- CHERRY VALLEY WATBR
DISTRICT
By
President, Board of Directors
YUCAIPA VALLEY WATER DISTRICT
By ~__ A.:~
PLANTATION ON THB LAKE LLC
By _
P_r_e_s~i~d~e_n_t_,...,,. B-o_a_r_d~o-f-D~irectors
SHARONDALE MESA OWNERS
ASSOCIATION
By
President, Board of Directors
6 STIPULJITION FOR l<NTRY OP JUDGMBNT
1263
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8. Authority: Each person executing this Stipulation on behalf of any of tho undoi: signed has been fully empowered to execute this Stipulation and that all necessary action : for the execution of this Stipulation has been taken.
IT IS SO STIPULATED:
SAN TIMOTEO WATERSHED ~ 1ANAGEMENT
AUTHORITY
sJ/ Dated: By--~-------------
9 10
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27 28
Dated:
Pated:
Dated:
Dated: l I '.! Y:> Io;:,
Dated:
President, Board of Directors
CITY OF BANNING
By ;-.
Mc: a:-: y:-:- o-:: r:---,------------
BEAUMONT- CHERRY VALLEY WATER
DISTRICT
By--~-------~ ~~
President, Board of Directors
YUCAIPA VALLEY WATER DISTRICT
By----------------
President, Board of Directors
PMN~N ON T»E LAKE LLC
By B"""d~~!f'~,Th ~ atei;o
t.\O. nAiJ! r o,f. h\.(,. dc>""' J / nl.l~UY\t,l,t
t!.or>< Al\ t-, L~, (}\' l.n lj.e." llSHARONDA E MESA OWNERS
ASSOCIATION
By------------------
President, Board of Directors
6 UIPULATION FOR -!; NfRY OF JUOGHl: Nf
F I
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i;
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l!•~e
J " ~ ; ;
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l
2 3
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12 13
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18 19
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22 23
24 25
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28 r\ ~ ·\ .._,,
a. Authority: Each person executing this Stipulat. ion on behalf of an} of the undersigned has been fully empowered to execute this stipulation and that all necessary action for the execution of this Stipulation has bean taken.
IT IS SO STIPULATED:
Dated:
Dated:
Dated:
Dated:
Dated:
Dated; rf-,=~ :, z 2""- 1 :
I
SAN TIMOTEO WATERSHED MANAGEMENT
AUTHORITY
By
P~r=-e-s:-:;i-,d"e-n:-:;t:-,-.B:;-o-a:-:r:-d,.--o-:=f-:::D-,-i:-r-:-e-c.,.t-o=-i:-s--
CITY OF BANNING
By..;;;-;;:;,;:----------
Mayor
BEAUHONT- CHERRY VALLEY WATER
DISTRICT
ny ":
P:-r-e"'s-:-.i,d'"e-n---;t,-,--;;:B,-o"'a_r_d-a--o-:f;-;D::1T• -r-e-c't'""o_r_s __
YUCAIPA VALLEY WATER DISTRICT
By
President, Board of Directors
PLANTATION ON THE LAKE LLC
By
President, Boardof7ilrectors
SHA)toNDALE MESA OWNERS
ASSOCIATION
By 4<1.-: · Pt/ ~ ~
Pesident: Y/Board of Directors
6 SIIPlJlATIOU fOll ENIRY OF JUl> uNEHl
1264
I
1 2
Dated: ~--;!.. 7-t?B_
3 4
5 6
Dated:
7 8
9 10
11 12
13 ,.
Dated:
C ~
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11. I 3
15 Lil 16
l ll
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18 Dated:
19 20
21 22 Dated:
23 24
25 Dated:
26 27
28 SOUTH COMPANY
c.-
rectors
CALIFORNIA OAK VALLEY GOLF AND
RESORT LLC
By
PresTuent, Board of Directors
OAK VALLEY PARTNERS LP,
A Texas Limited Partnership
By: Oak Valley- Hunt, Inc.
a Texas Corporation
Managing General Partner
By
D. CRAIG MARTIN
Its: President
SOUTHERN CALIFORNIA SECTION OF THE
PROFESSIONAL GOLFERS ASSOCIATION
OF AMERICA
By
President, Board of Directors
SUNNY- CAL EGG AND POULTRY COMPANY
By----....--,~-,-~-----,--=-.,....,---,----
President, Board of Directors
MANHEIM, MANHEIM & BERMAN
By
7 SIIPUl• llON roo ENIIY or . 11. 0GIIENI
1 2
Datod:
3 4
5 6
Dated:
7 8
9 10
11 12
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Dated:
18 Dated:
19 20
21 22 Dated:
23 24
25 Dated:
26 27
28 r ' '~-'
2:- ll-),-003
SOUTH MESA MUTUAL WATER COMPANY
By
President, Boardof----- i5lrectors
OAK VALLEY
OAK VALLEY PARTNERS LP,
A Texas Limited Partnership
By: Oak Valley- Hunt, Inc.
By
a Texas Corporation
Managing General Partner
D-. -c"'RA="'IccG=-=- Me:A-=R::T""I-=-=N--------
Its: President
SOUTHERN CALIFORNIA SECTION OF THE
PROFESSIONAL GOLFERS ASSOCIATION
OF AMERICA
By
President, Board of Directors
SUNNY- CAL EGG AND POULTRY COMPANY
By----------~
President, Board of Directors
MANHEIM, MANHEIM & BERMAN
By
7 STlPU\. AtlDW fCNl ENIR' f OF AIDCKENt
1265
1 i ·iO
t,fi : '
i ' -
l. I ' f
123456789
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 Dated:
Dated:
Dated:
Dated:
Dated:
Dated:
0 ·,
SOUTH HES/\ MUTUAL WATER COMPANY
By
President, Board or Directors
CALIFORNIA OAK VALLEY GOLF AND
RESORT LLC
By -
P'""r_e_s-.i--,d'""e_n_tc-, - Bc-o-a-r""'d,-o-f=--=D-.i_r_e_c__,t,..o_r_s __ OAK VALLEY PARTNERS LP, A Texas Limited Partnership
By: • Oak Valley- Hunt, Inc. a Texas Corporation
Managing General Partner
By ~-::::----,
D. CRAI MARTIN
Its: President
SOUTHERN CALIFORNIA SECTION OF THE
PROFESSIONAL GOLFERS ASSOCIATION
OF AMERICII
By
President, Board of Directors
SUNNY- CAL EGG AND POUL1' RY COMPANY
By------------------
President, Board of Directors
MANHEIM, MANHEIM
L BERMAN
By---------- 7 SJJPULAflOfl fOR ENJAY 01 JOOCHENJ
I
0 II
12 11 Dated:
3456
II Dated:
789
10 11
12 j
II Dated:
13 h 14 t3; ;' .. ' t
15 16
l 17
11 Dated: JJ. r ~
20 21
22IJ Dated:
23 I
24 25
II Dated:
26 27
28 7,D[)J
I '
SOUTH MESA MUTUAL WATER COMPANY
By--------.,..------,,-~-----
President, Board of Directors
CALIFORNIA OAK VALLEY GOLF AND
RESORT LLC
By
President, Board of Directors
OAK VALLEY PARTNERS LP, A Texas Limited Partnership
By: Oak Valley- Hunt, Inc.
By
a Texas corporation
Managing General Partner
o,-.--=c"'RA=I"'G-.-;H7A-= RT=I.,,N _______ _
Its: President
SOUTHERN CALIFORNIA SECTION OF THE
PROFESSIONAL GOLFERS ASSOCIATION
OF AMERICA
By ~-~
Bo c~ cr&
Cllt£"F E; ew. Z~ ~
SUNNY- CAL EGG AND POULTRY COMPAN~
By--~--,.--=-----,,--,--,-.,----
President, Board of Directors
MANHEIM, MANHEIM & BERMAN
By--~-------- 7 SIJPULAIIOII FOR umn Of Jl.lJCMEHT
1266
1 2
II Dated:
3 4
s
6 II Dated:
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0 II Dated:
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21 2211 Dated:
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28 SOUTII MESA MUTUAL WATER COMPANY
By
President, Bbard of Directors
CALIFORNIA OAK VALLEY GOLF AND
RESORT LLC
By
President, Board of Directors
OAK VALLEY PARTNERS LP,
A Texas Limited Partnership
By: Oak Valley- Hunt, Inc.
a Texas Corporation
Managing General Partner
By
D. CRAIG MARTIN
Its: President
SOUTHERN CALIFORNIA SECTION OF THE
PROFESSIONAL GOLFERS ASSOCIATION
OF AMERICA
By
President, Board of Directors
SUNNY-CAL EGG AND POULTRY COMPANY
0 0
By / J/ Je/ 4.ef /); tu4, Q! o?>
President, Board of Directors
MANHEIM, MANHEIM & BERMAN
Afi~A--~
By~
7 SIIMAl ION FOIi ENTRY Of JUOQ1ENI
1 2
3 4
5 6
7 8
9 10
11 12
00 7-; ..
13 1.1 a ;
t:~! 14 , :
15 i u;
16 ' i ! " ...
17 ) ;! c
18 19
20 21
22 23
24 25
26 27
28 Dated:
Dated:
Dated:
Dated:
Dated:
Dated:
r~ . ' ... ,.,
7 -').?J -{)] J
1/- iJ ··P!l
Jt~itii 1)/, Jn/ B111M· I...
WAL'rER M. BECKMAN
0-fir-J;/;l, tf/, /)e£ J-~ tk' 11_,
WALTER M. BECKMAN, Trustee or ·t::he
BECKMAN FAMILY ' rRUS'l' dated
December 11, 1990
CECIL MERLE MURRAY
MERLIN PROPERTIES, LLC
By----------
LEONARD M. STEARNS, -- fndfvidually
and as Trustee of the LEONARD M,
STEARNS FAMILY TRUST OF 1991
DOROTHY D. STEARNS, individually
and as Trustee of the LEONARD M.
STEARNS FAMILY TRUST OF 1991
APPROVAL AND ORDER
The foregoing Stipulation is hereby approved and is so
ordered.
Dated:
JUD~E OF THE SUPERIOR COURT
8 SflPlAAJION rot ENtn OF . M) ljltUT
1267
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l
I . ]~ ~~
d
ie
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111 Dated:
2 311 Dated:
4 s
6 7
8 9
10 11
Dated:
1211 Dated:
13 1411 Dated:
15 16
171\ Dated:
18 19
20 C)
9/18/ 03
WALTER M, BECKMAN
WALTER M. BECKMAN, Trustee of the
BECKMAN FAMILY TRUST dated
December ll, 1990
THE ROMAN CATHOLIC BISHOP of
San Bernardino, a California
corporation
m,, LJ~
MERLIN PROPERTIES, LLC
By---------.
LEONARD M. STEARNS, individually
and as Trustee of the LEONARD M.
STEARNS FAMILY TRUST OF 1991
DOROTHY D. STEARNS, individually
and as Trustee of the LEONARD M.
STEARNS FAMILY TRUS'r OF 1991
2111 APPROVAL AND ORDER
22 The foregoing Stipulation is hereby approved and is so 2311 ordered.
2411 Dated:
25 26
27 28
JUDGE OP THE SUPERIOR COURT
8 STIPULATXON P'Olt BNTRY OP JUDGMENT
ii z a
f!~
J ·~~,
It~ ...
111 Dated:
2 311 Dated:
4 5
6 1
8 9
10 11
Dated:
r · '
I
1211 Dated: Jt;l,J ?/, ~ 003
7 13
1411 Dated:
15 16
1711 Dated:
18 19
20 WALTER M, BECKMAN
WALTER M. BECKMAN, Trustee of the
BECKMAN FAMILY TRUST dated
Dece~ ber 11, 1990
THE ROMAN CATHOLIC BISHOP of
San Bernardino, a California
corporation
By_----------
MERLIN PROPERTIES, LLC
By / 4-(]~-/(.~
LEONARD M~-STl,;ARNS, individually
and as Trustee . of the LEONARD M.
STEARNS FAMILY TRUST OF 1991
DOROTHY D. STEARNs"-;- foclividual. ly
and as Trustee of the LEONARD M.
STEARNS FAMILY TRUST OF 1991
2111 APPROVAL AND ORDER
2211 The foregoing stipulation is horeby approved and is so 23 ordered.
2411 Dated:
25 26
27 28
JUDGE OF THE SUPERIOR COURT
8 STIPUlAIIOII r011 £ HIRT or JUOtNNl
1268
I • ' .
l ~ a
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i ~
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1!1
i 1 !!. ,-
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111 Dated:
2 311 Dated:
4 5
6 1
8 9
Dated:
Dated:
Dated:
Dated:
I ....
7~, q- vJS
1_..-_.23-0,
WALTER M. BECI< MAN
WALTER 11. BECKM/\ N, Trustee of the
BECKMAN FJ\MIL~ TRUST dated
December 11, 1990
CECIL 11ERLE MURRAY
MERLIN PROPERTIES, LLC
By---------
na as Truscee or cne L~UNAKU M.
STEARNS FAMILY TRUST OF 1991
ARN(, individually
and as Trus~ e of the LEONARD M.
STEARNS FAMILY TRUST OF 1991
APPROVAL AND ORDER
10 11
12 13
14 15
16 17
10 19
20 21
22 23
24 2S
26 27
2B
The foregoing Stipulation is hereby approved nnd is so
ordered.
Dated:
8_.:, 4 !llOt
GARY TlWlBARGm
JUDGE OF THE SUPERIOR COURT
8 STIPIJlATION fOll ENTkY Of JUOQtENI
1 2
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5 6
7 8
9 10
11 12
13 !.,. =
i
i 14 :
1: ~ a 1S i J -
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16 :, " -,
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1H 17
1B
19 20
21 22
23 24
25 26
27 2B
0R1Gffl9 ~ V ;
I
JOSEPHS. AKWFI ( Bar No. 68619)
ARLUFI AND WYSOCKI
3403 Tenth street, suite 610
Riverside, Califprnia 92S01
909) 682- 5480 Office
909) 682 - 2619 ' Fax
Attorneys for Plaintiff , SAN TIMOTEO
WATERSHED MANAGEMENT AUTHORITY
NO FILING FEE REQUIRED PER
GOVERNMENT CODE, SEC. 6103
Il! L,~[ Q)
S\, l'E.fK'lll COURT Of CM,f"-Of'INIA
cOUNll Of RIVERSIDE
FES - 4 zoo;
SUPERIOR COURT OF THE STATE OF CALIFORNIA
FOR THE COUNTY OF RIVERSIDE, RIVERSIDE COURT
SAN TIMOTEO WATERSHI. O )
MANAGEMENT AUTHORITY, a public )
agency, )
Plaintiff, J
vs. )
CITY OF BANNING, a municipal )
corporation; BEAUMONT- CHERRY VALLEY)
WATER DISTRICT, an irrigation )
district; YUCAIPA VALLEY WATER )
DISTRICT, a county water district; )
PLAtlTATION ON THE LAKE LLC, a )
California limited liability )
company1 SHARONDALE MESA OWNERS )
ASSOCIATIOt!, an unincorporated )
association; SOUTH MESA MUTUAL )
WATER COMPANY, a mutual water )
company; CALIFORNIA OAK VALLEY )
GOLF AND RESORT LLC, a California )
limited liability company; OAK )
VALLEY PARTNERS LP, a Texas limited)
partnership; SOUTHERN CALIFORNIA )
SECTION OF THE PROFESSIONAL GOLFERS)
ASSOCIATION OF AMERICA, a )
California corporation; SUNNY- CAL )
EGG AND POULTRY COMPANY, a )
California corporation; MANHEIM, )
MANHEIM & BERMAN, a California )
General Partnership; WALTER M. )
BECKMAN, individually and as )
Trustee of the BECKMAN FAMILY TRUST)
dated December 11, 1990; THE ROMAN)
CATHOLIC BISHOP of San Bernardino, )
CASE NO. RIC 389197
JUDGMENT PURSUAN" r TO
STIPULATION ADJUDICATING
GROUNDWATER RIGHTS IN TIIE
BEAUMONT BASIN
1269
l
2 3
4 5
6 7
8 9
10 11
12 13 §;
a
14 nZ
to" '=
1 _ 15 ,
hJ 16 rf!
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17 "~
18 19
20 21
22 23
24 25
26 27
28 1 ·-
a California corporation; MERLIN
PROPERTIES, LLC: LEONARD M.
STEARNS and DOROTHY D. STEARNS,
individually and as Trustees of
LEONARD M. STEARNS FAMILY TRUST
1991; and DOES l through 500,
inclusive,
Defendants.
l
the)
OF )
l
l _______________ )
1. I. INTRODUCTION
Pleadings. Parties and Jurisdiction
The complaint herein was filed on February 20, 2003, seeking an adjudication of water rights, injunctive relief and the imposition of a physical solution. The defaults of certain defendants have been entered, and certain other defendants dismissed. Other than defendants who have been dismissed or whose defaults have been entered, all defendants have appeared herein. This Court has jurisdiction of the subject matter of this action and of the parties herein.
2. stipulation for Judgment
stipulation for Entry of Judgment has been filed by and on behalf of all defendants who have appeared herein.
3. Definitions
As used in this Judgment, these terms shall have the
following meanings:
A. Appropriator or Appropriator Parties: the pumpers
identified in Exhibit " C" attached hereto.
B. Appropriator' s Production Right: consists of an
Appropriator' s share of Operating Yield, plus ( 1) any water acquired by an Appropriator from an overlying Producer or other Appropriator pursuant to this Judgment, ( 2) any water 2 JllOGHENT PUASI. MM1 1'0 $ 1f PULAJIOH
1 2
3 4
5 6
7 8
9 10
11 12
O • i ·::
13 •
I tilif 14 ·~ .• • ~
0'
L .. ~.,! 15 ·
2 .... ., ... 16 ::, .
17 18
19 20
21 22
23 24
25 26
27 28
withdrawn from the Appropriator' s storage account, ( 3) and New Yield created by the Appropriator.
c. Appropriative Water: the amount of Safe Yield
remaining after satisfaction of Overlying Water Rights. • D, Appropriative Water Right: each Appropriator' s
share of Appropriative Water, such share expressed as a percentage as shown on Exhibit " C".
E. Beaumont Basin or Beaumont Storage Unit: the area
situated within the boundaries shown on Exhibit " A" attached hereto.
F. Conjunctive Use: the storage of water in a
Groundwater Basin for use at a later time.
G. Groundwater: water beneath the surface of the
ground within the zone below the water table in which soil is saturated with water.
H. Groundwater Basin: an area underlain by one or
more permeable formations capable of furnishing a
substantial water supply.
I.. Groundwater Storage Agreement: a standard form of
written agreement between the Watermaster and any Person requesting the storage of Supplemental Water.
J. Groundwater Storage Capacity: the space available
in a Groundwater Basin that is not utilized for storage or regulation of Safe Yield and is reasonably available for stored Water and Conjunctive . Use.
K. Minimal Producer: any Producer who pumps 10 or
fewer acre feet of Groundwater from the Beaumont Basin per year.
3 JWCHENI PIJRSOAMI TO ST IPUI. AT 1011
1270
1 2
3 4
s
6 7
8 9
10 11
12 13 :
I ~ 0
ZI 14 ~ t ~
1 .. a
15 ~ 3i ~
r.-5~;
16 1·H 17 '
C
18 19
20 21
22 23
24 25
26 27
28 t -)
L. New Yield: increases in yield in quantities
greater than historical amounts from sources of supply
including, but not limited to, capture of available storm flow, by n,eans of projects constructed after February 20 -, 2003, as determined by the Watermaster.
M. Operating Yield: the maximum quantity of water
which can be produced annually by the Appropriators from the Beaumont Basin, which quantity consists of Appropriative water plus Temporary surplus.
N. Overdraft: a condition wherein tile total annual
production from a Groundwater Basin exceeds the Safe Yield thereof.
o. overlying Parties: the Persons listed on Exhibit
B", who are owners of land which overlies the Beaumont
Basin and have exercised Overlying Water Rights to pump therefrom. overlying Parties include successors in interest and assignees.
P. Overlying Water Rights: the quantities decreed to
overlying Parties in Column 4 of Exhibit " B" to this
Judgment.
Q. overproduction: by an Appropriator, measured by
an amount equal to the Appropriator' s actual annual
production minus the Appropriator' s Production Right. By a new overlying producer, an amount equai to what the
overlying producer pumped during the year.
R. Party ( Parties): any Person( s) named in this
action, or who has intervened, or has become subject to this Judgment either through stipulation, trial or otherwise 4 JUDC' iHENI PURSUI\ Nl ro SllPULAflDtil
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S. Person, any individual, partnership, association,
corporation, governmental entity or agency, or other
organization.
T. Physical Solution: the physical solution set
forth in Part V of this Judgment.
u. Produce, Producing, Production, Pump or Pumping:
the extraction of groundwater.
V. Producer or Pumper: any Person who extracts
groundwater.
w. Recycled Water: has the meaning provided in Water
Code Section 130SO( n) and includes other nonpotable water for purposes of this Judgment.
x. Safe Yield: the maximum quantity or water which
can be produced annually from a Groundwater Basin under a given set of conditions without causing a gradual lowering of the groundwater level leading eventually to depletion of the supply in storage. The Safe Yield of the Beaumont Basin is 86S0 acre feet per year in each of the ten ( 10) years following entry of this Judgment.
Y. San Timoteo Watershed Management Authority: a
joint powers public agency whose members are the BeaumontCherry Valley Water District, the City of Beaumont, the south Mesa Mutual Water Company and the Yucaipa Valley Water District.
z. stored Water: Supplemental Water stored in the
Beaumont Basin pursuant to a Groundwater Storage Agreement with the Watermaster.
AA. Supplemental Water: water imported into the
5 . IUOCIIENI PUl< SUA. U 10 $ 111' 111. AllOII
1271
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28 4.
Beaumont Basin from outside the Beaumont Basin including, without limitation, water divertod from creeks upstream and tributary to Beaumont Basin and water which is recycled and useable within the Beaumont Basin.
BB. Temporary surplus: the amount of groundwater that
can be pumped annually in excess of Safe Yield from a
Groundwater Basin necessary to create enough additional storage capacity to prevent the waste of water.
cc. Watormaster: the Person appointed by the Court to
administer and enforce the Physical Solution.
List of Exhibits
The following exhibits are attached to this Judgment and made a part hereof:
l.
Exhibit " A"
Exhibit " B"
Exhibit " C"
Exhibit " D"
Exhibit " B"
Location Map of Beaumont Basin"
overlying owners and Their water
Rights"
Appropriators and Their Water Rights"
Legal Description of Lands of the
overlying Parties"
Location of overlying Producer Parcels
and Boundary of tho Beaumont Basin"
II. INJUNCTIONS
Injunction Against Unauthorized Production of
Beaumont Basin water
Each party heroin is enjoined, as follows:
A. Overlying Parties: Each defendant who is an
Overlying Party, and its officers, agents, employees,
successors and assigns, is h~reby enjoined and restrained from producing groundwater from the Beaumont Basin in any five-year period hereafter in excess of five times the share of the Safe ~ ield assigned to the overlying Parties as set 6 JUDCHENT PlJASU4NT 10 SIIPIH. AIIDII
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28 2.
forth in Column 4 of Exhibit '' B", as more fully described in the Physical Solution.
B. Appropriator Parties: Each defendant who is an
Appropriator Party, and its officers, agents, employees, successors and assigns, is hereby enjoined and restrained fro~ producing groundwater from the Beaumont Basin in any year hereafter in excess of such party's Appropriator's Production Right, except as additional annual Production may be authorized by the provisions of the Physical Solution.
Injunction Against Unauthorized Storage or Withdrawal of Stored Water
Each and every Party, and its officers, agents, employees, successors and assigns, is hereby enjoined and restrained from storing Supplemental Water in the Beaumont Basin for withdrawal, or causing withdrawal of water stored by that Party, except pursuant to the terms of a written Groundwater Storage Agreement with the Watcrmaster and in accordance with Watermaster Rules and Regulations. Any Supplemental Water stored in the Beaumont Basin, except pursuant to a Groundwater Storage Agreement, shall be deemed abandoned and not classified as Stored water. l.
III. DECLARATION AND AWUSTMENT OP RIGHTS
overlying Rights
o
o(J)'l
The overlying Parties are currently exercising verlying Water Rights in the Beaumont Basin. xhibit "B", the
aggregate Projected Maximum Beaumont
Basin pursuant to overlying Water Rights is acre feet and the overlying Water Rights are individually 4
of Exhibit " B", for each Overlying Party. The Overlying Parties 7 . M>GK!.MT PIJIISUAMT 10 STIPUUT lDII
1272
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28 a ,....,
shall continue to have the right to exercise their respective overlying Water Right as set forth in Column 4 ot Exhibit " B" except to the extent their respective properties receive water service from an Appropriator Party, as contemplated by Paragraph III.J of this Judgment.
2. Appropriator' s share of operating Yield
Each Appropriator Party' s share of Operating Yield is shown on Exhibit " C". Notwithstanding any other provision of this Judgment, each Appropriator Party may use its Appropriator' s Production Right anywhere within its service area.
3. Adjustment of Rights
A. The Overlying Parties shall have the right to
exercise their respective overlying Water Rights except as provided in this Paragraph J.
B. To the extent any overlying Party requests, and
uses its Exhibit " B", Column 4 water to obtain water service from an Appropriator Party, an equivalent volume of potable groundwater shall be earmarked by the Appropriator Party which will serve the Overlying Party, up to the volume of the overlying Water Right as reflected in Column 4 of
Exhibit " B" attached hereto, for the purpose of serving the overlying Party. The intent of this provision is to ensure that the overlying Party is given credit towards satisfying the water availability assessment provisions of Government Code, section 66473. 7 n ~: and Water Code, Section 10910 tl §fill• or other similar provisions of law, equal to the amount of groundwater earmarked hereunder.
c. When an Overlying Party receives water service as
8 ~, mn MS\ MNT TO. SfJPUl. ATICII
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provided for in subparagraph III.J. B the Overlying Party shall forebear the use of that volume of the Overlying Water Right earmarked by the Appropriator Party. The Appropriator Party providing such service shall have the right to produce the volume of water foregone by the overlying Party, in addition to other rights otherwise allocated to the
Appropriator Party.
D. Should the volume of the Overlying Water Right
equal or exceed the volume of potable groundwater earmarked as provided in subparagraph 3.B, the Appropriator Party which will serve the Overlying Party shall ( i) impose
potable water charges and assess~ ents upon the Overlying Party and its successors in interest at the rates charged to the then- existing regular customers of the Appropriator Party, and ( ii) not collect from such Overlying Party any development charge that may be related to the importation of water into the Beaumont Basin. The Appropriator Party which will serve the overlying Party pursuant to Subparagraph III.3.B shall also consider, and negotiate in good faith regarding, the provision of a meaningful credit for any pipelines, pump stations, wells or other facilities that may exist on the property to be served.
E. In the event an overlying Party receives Recycled
Water from an Appropriator Party to serve an overlying use served with groundwater, the overlying Water Right of the overlying Party shall not be diminished by the receipt and use of such Recycled Water. Recycled Water provided by an Appropriator Party to an Overlying Party shall satisfy the 9 Jl.OQ\EIIT PUISUAMJ 10 STIPUlATION
1273
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criteria set forth in the California Water Code including, without limitation, the criteria set forth in Water Code sections 13550 and 13551. The Appropriator Party which will serve the Recycled Water shall have the right to use that portion of the overlying Water Right of the overlying Party offset by the provision of Recycled Water service pursuant to ths terms of this subparagraph; provided, however, that such right of use by the Appropriator Party shall no longer be valid if the Recycled water, provided by the Appropriator Party to the Overlying Party, does not satisfy the
requirements of Sections 13550 and 13551 and the Overlying Party ceases taking delivery of such Recycled Water.
F. Nothing in this Judgment is intended to impair or
adversely affect the ability of an Overlying Party to enter into annexation or development agreements with any
Appropriator Party.
G. Oak Valley Partners LP (" Oak Valley") is developing its property pursuant to Specific Plans 216 and 216A adopted by the county of Riverside (" County") in May 1990, and Specific Plan 318 adopted by the County in August, 2001, Specific Plans 216, 216A and 318 are collectively referred to as the • specific Plans"). The future water supply needs at build- out of the Specific Plans will greatly exceed Oak Valley' s Projected Maximum Production, as reflected in Exhibit " B" to the Judgment, and may be as r.1uch as 12, 811 acre feet per year. Oak Valley has annexed the portion of its property now within the City of Beaumont into the
Beaumont- Cherry Valley Water District (" BCVWD"), and is in 10 JUOliHENf P\ltSUANI 10 SIIPULAJION
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28 the process of annexing the remainder portion of its property into the Yucaipa Valley water District (" YVWD"), in order to obtain retail water service for the development of the Oak Valley property pursuant to the Specific Plans ( for purposes of this subparagraph BCVWD and YVWD are collectively referred to as the " Water Districts•, and individually aa a " Water District"). YVWD covenants to use its best efforts to
finalize the annexation of the Oak Valley property within the Calimesa City limits. Oak Valley, for itself and its
successors and assigns, hereby agrees, by this stipulation and upon final annexation of its property by YVliD, to forbear from claiming any future, unexercised, · overlying rights in excess of the Projected Maximum Production of Exhibit • s• of 1806 acre feet per year . As consideration for the
forbearance, the Water Districts agree to amend their
respective Urban Water Management Plans (" UWMP•) in 2005 as follows: BCVWO agrees that 2, 400 acre feet per year of projected water demand shall be included for the portion of Oak Valley to be served by BCVWD in its OWMP, and YVWD agrees to include 8, 000 acre feet per year of projected water demand as a projected demand for the portion of Oak Valley to be served by YVWO in its UWMP by 2025. The Water Districts agree to use their best judgment to accurately revise this estimate to reflect the projected water demands for the UWMP prepared in 2010. Furthermore, the Water Districts further agree that, in providing water availability assessments prior to 2010, as required by Water Code § 10910 and water supply verifications as required by Government Code §§ 66455. 3 and 11 JUDGHBNT PURSUANT TO STIPOLI\ TlON
1274
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66473. 7, or any similar statute, and in maintaining their respective UWHP, each shall consider the foregoing respective projected water demand figures for Oak Valley as proposed water demands. The intent of the foregoing requirements is to ensure that oak Valley is credited for tho forbearance of its overlying water rights and is fully accounted for in each Water District' s UWMP and overall water planning. The Water Districts' actions in performance of the foregoing planning obligations shall not create any right or entitlement to, or priority or allocation in, any particular water supply
source, capacity or facility, or any right to receive water service other than by satisfying the applicable water
District' s reasonable requirements relating to application for service. Nothing in this subparagraph G is intended to affect or impair the provision of earmarked water to
overlying Parties who request and obtain water service from Appropriator Parties, as set forth in subparagraph III.3.B, above.
H. Persons who would otherwise qualify as overlying
Producers based on an interest in land lying within the city of Banning' s service area shall not have the rights
described in this Paragraph III.J.
Exemption for Minimal Producers
Unless otherwise ordered by the court, Minimal Producers are exempt from the provisions of thi~ Judgment.
IV. CONTINUING JURISDICTION
Full jurisdiction, power and authority is retained and
reserved to the court for purposes of enabling the court, upon 12 JU0611( Ul Plltl, UAHI 10 Sllt' lllAIIOH
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application or any Party, by a motion noticed for at least a 30- day period ( or consistent with the review procedures of Paragraph VII. 6 herein, if applicable), to make such further or
supplemental order or directions as may be necessary or appropriate for interim operation of the Beaumont Basin before the Physical Solution is fully operative, or for interpretation, or enforcement or carrying out of this Judgment, and to modify, amend or amplify any of the provisions or this Judgment or to add to the provisions hereof consistent with the rights herein decreed; except that the Court' s jurisdiction does not extend to the redetermination of ( a) Safe Yield during the first ten years or operation of the Physical Solution, and ( b) the fraction of the share of Appropriative Water of each Appropriator.
V. THE PHYSICAL SOLUTION
1. Purpose and Objective
In accordance with the mandate of Section 2 of Article X of the California Constitution, the court hereby adopts, and orders the parties to comply with, a Physical Solution. The purpose of the Physical Solution is to establish a legal and practical means for making the maximum reasonable beneficial use of the waters of Beaumont Basin, to facilitate conjunctive utilization of surface, ground and Supplemental Waters, and to satisfy the requirements of water users having rights in, or who are dependent upon,- the Beaumont Basin. Such Physical Solution requires the definition of the individual rights of all P~ rties within the Beaumont Basin in a manner which will fairly allocate the native water supplies and which will provide for equitable sharing of costs of Supplemental Water.
13 JUDGMENT PUASW. MT TO Sfl'1Jl..~TION
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2 Need for Flexibility
The Phyeical Solution must provide maximum flexibility and JI! adaptability in order that the Watermaster and the Court may be 411 free to use existing and future technological, eocial, SIi institutional and economic options. To that end, the Court' s 611 retained jurisdiction shall be utilized, where appropriate, to 711 supplement the discretion granted herein to the Watermaster. 811 3. Production and storage in Accordance With Judgment 911 This Judgment, and the Physical Solution decreed herein, 10 address all Production and Storage within the Beaumont . Basin. llll Because the Beaumont Basin is at or near a condition of 13 14
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17 1211 Overdraft, any Production outside the framework of this Judgm,;, nt and Physical Solution will potentially damage the Beaumont Basin, injure the rights of all Parties, result in the waste of water and interfere with the Physical solution . The Watermaster shall bring an action or a motion to enjoin any Production that is not in accordance with the terms of this Judgment.
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28 4. General Pattern of Operation
One fundamental premise of the adjudication is that all Producers shall be allowed to pump sufficient water from the Beaumont Basin to meet their respective requirements . Another fundamental premise of the adjudication is that Overlying Parties who pump no more than the amount of their Overlying Water Right as shown on Column 4 of Exhibit ' 8" hereto, shall not be charged for the replenishment of the Beaumont Basin. To the extent that pumping exceeds five ( 5) times the share of the Safe Yield assigned to an Overlying Party ( Column 4 of Exhibit " B") in any five ( 5) consecutive years, or the share of Operating Yield 14 JUOOMENT PURSUANT TO STIPULATION
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Right of each Appropriator Party, each such Party shall provide funds to enable the Watermaster to replace s uch Overproduction. s.
Ill
Ill
Use ot Ayailable Groundwater storage Capacity
A. There exists in the Beaumont Basin a substantial
amount of available Grou ndwater Storage capacity. Such Capacity can be reasonably used tor Stored Water and
Conjunctive Use and may be used subject to l'latermaster regulation to prevent injury to existing overlying and
Appropriative water rights, to prevent the waste of water, and to protect the right to the use of Supplemental I-later in storage and Safe Yield of the Beaumont Basin.
B. There shall be reserved for Conjunctive Use a
minimum of 200, 000 acre feet of Groundwater Storage Capacity in the Beaumont Basin provided that such amount may be
reduced as necessary to prevent injury to existing water rights or existing uses of water within the Basin, and to prevent the waste of water. Any Person may make reasonable beneficial use of the Groundwater Storage Capacity for
storage of Supplemental Water; provided, however, that no such use shall be made e~ cept pursuant to a written
Groundwater Storage Agree~ ent with the Watermaster. The allocation and use of Groundwater Storage Capacity shall have priority and preference for Producers within the
Beaumont Basin . over storage for export. The Watermaster may, from time- to- time, redetermine the available
Groundwater Storage Capacity.
15 JUOGl".EHl PURSUANT 10 SllPUI.AJIOJI
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vr. ADMINISTRATION
l. Administration and Enforcement by watermaster
The Watermaster shall administer and enforce the provisions of this Judgment and any subsequent order or instructions of the Court.
2. watermaster contr. JU.
The Watermaster is hereby granted discretionary powers to develop and implement a groundwater management plan and program for the Beaumont Basin, which plan shall be filed with and shall be subject to review and approval by, the Court, and which may include water quantity and quality considerations and shall reflect the provisions of this Judgment. Except for the exercise by overlying Parties of their respecti ve Rights described in Column 4 of Exhibit " B" hereto in accordance with the provisions of the Physical Solution, groundwater extractions and the replenishment thereof, and the storage of supplemental water, shall be subject to procedures established and administered by the watermaster. such procedures shall be subject to review by the Court upon motion by any Party.
3. watermaster standard of Performance
The Watermaster shall, in carrying out its duties and
responsibilities herein, act in an impartial manner without favor or prejudice to any Party or purpose of use.
4. Watermaster Appointment
The Watermaster shall consist of a committee composed of persons nominated by the City of Banning, the City of Beaumont, the Beaumont- Cherry Valley Water District, the South Mesa Mutual Water company and the Yucaipa Valley Water District, each of 16 JlJO(,tt.ENT P\JRSUAMf 10 SllPULAtlotl
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l which shall have the right to nominate one representative to the 2 watermaster coltllllittee ~ ho shall be an employee of or consultant 3 to the nominating agency. Each such nomination shall be made i n 4 writing, served upon the other parties to this Judgment and filed S with the Court, which shall approve or reject such nomination. 6 Each Watermaster representative shall serve until a replacement 711 nominee is approved by the court. The nominating agency shall B have the right to nominate that representative' s successor. 911 5. Powers and Duties of the Watermaster
10 Subject to the continuing supervision and control of the 11 Court, the Watermaster shall have and may exercise the following 12 express powers, and shall perform the following duties, together 13 14
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with any specific powers, authority, and duties granted or imposed elsewhere in this Judgment or hereafter ordered or authorized by the Court i n the , ixercise of its continuing jurisdiction:
A, Rules and Regulations : The adoption of
appropriate rules and regulations tor the conduct of
Watermaster affairs, copies of which shall be provided to all interested parties.
B. Wellhead Protection and Recharge: The
identification and management of wellhead protection areas and recharge areas.
c. Well Abandonment: Tha administration of a well
abandonment and well destruction program.
D. Well Construction: The development of minimum
well construction specifications and the permitting of new wells.
1 7 J®cPIENT l'URSU~ f JO Sf IPUlATION
1277
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Mitigation of overdraft: The mitigation of
conditions ot uncontrolled overdraft.
F, Replenishment: The acquisition and recharge of
supplemental Water.
G. Monitoring, The monitoring or groundwater levels ,
ground levels, storage, and water quality.
H. conjunct i ve Use: The development and 111anageinent of conjunctive- use programs.
I. Local Projects: The coordination of construction
and operation, by local agencies, of recharge, storage, conservation, water recycling, extraction projects and any water resource management activity within or impacting the Beaumont Basin.
J. Land Use Plans: The review of land use plans and
coordination with land use planning agencies to mitigate or eliminate activities that create a reasonable risk of
groundwater contamination.
I<. Acquisition of Facilities: The purchase, lease
and acquisition of all necessary real and personal property, including facilities and equipment.
L. Employment ot Experts and Agents: The employment
or retention ot such technical, clerical, administrative, engineering, accounting, legal or other specialized
personnel and consultants as may be deemed appropriate. The watermaster shall maintain records allocating the cost of such servicos as well as all other expenses of Watermaster administration.
M. Measuring Devices: Except as otherwise provided
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by agreement the Watermaster shall install and maintain in good operating condition, at the cost of the Watermaster , such necessary measuring devices or meters as Watermaster may deem appropriate. Such devices shall be inspected and tested as deemed necessary by the Watermaster and the cost thereof borne by the Watermaster. Meter repair and
retesting will be a Producer expense.
N. Assessments: The Watermaster is empowered to levy
and collect the following assessments:
1) Annual Replenishment Assessments
The Watermaster shall levy and collect
assessments in each year, in amounts sufficient to
purchase replenishment water to replace overproduction
by any Party.
2) Annual Administrative Assessments
a. watermaster Expensos: The expenses of
administration of the Physical Solution shall be
categorized as either " General Watermaster
Administration Expenses", or " Special Project
Expenses".
i. General watermaster Administration
Expenses: shall include office rent, labor,
supplios, office equipment, incidental expenses
and 9eneral overhead . General Watermaster
Administration Exp~ nses shall be assessed by tho
Watermaster equally against the Appropriators who
have appointed representatives to the Watermaster.
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ii. Special Project Expenses: shall
include special eng~ neering, economic or other
studies, litigation expenses, meter testing or
other major operating expenses. Each such project
shall be assigned a task order number and shall be
separately budgeted and accounted for. Special
Project Expenses shall be allocated to the
Appropriators, or portion thereof, on the basis of
benefit.
Investment of FUnds; Borrowing: The watermaster
may hold and invest Watermaster funds as authorized by law, and may borrow, from time- to- time, amounts not exceeding annual receipts.
P. contracts: The Water .. aster may enter into
contracts for the performance of any of its powers.
Q. cooperation With other Agencies: The Watarmaster
may act jointly or cooperate with other local, state and federal agencies.
R, ~: The Watermaster may undertake relevant
studies of hydrolcgic conditions and operating aspects of the management program for the Beaumont Basin.
s. Groundwater Storage Agreements: The Watermaster
shall adopt uniform rules and a standard form of agreement for the storage of supplemental water, provided that the activities undertaken pursuant to such agreements do not injure any Party.
T. Administration of Groundwater storage capacity:
Except for the exercise by the Overlying Parties of their 20 JUDCKEHI PUISUANt 1'0 STIM. A.tlON
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respective overlying Water Rights described in Part III, above, in accordance with the provisions of tho Physical Solution, all Groundwater Storage Capacity in the Beaumont Basin shall be subject to the Watermaster' s rules and
regulations, which regulations shall ensure that sutticlent storage capacity shall be reserved for local projects. Any Person or entity may apply to the Watermaster to store water in the Beaumont Basin.
u. Accounting for stored Water: The watennaster
shall calculate additions, extractions and losses and
maintain an annual account of all stored water in the
Beaumont Basin, and any losses of water supplies or Safe Yield resulting from such stored water.
v. Accounting for New Yield: Recharge of the
Beaumont Basin with Now Yield water shall be credited to the Party that creates the New Yield. The Watermaster shall make an independent scientific assessment of the estimated New Yield created by each proposed project. New Yield will be allocated on an annual basis, based upon monitoring data and review by the Watermaster.
w. Accounting ror Acquisitions ot Water Rights: The
Watermaster shall maintain an accounting of acquisitions by Appropriators of water otherwise subject to Overlying Water Rights as the result of the provision of water service
thereto by an Appropriator.
x. Annual Administrative Budget: The watermaster
shall prepare an annual administrative budget for public review, and shall hold a public hearing on each such budget 21 JUO< HENt PIJl"""' T 10 SIIPULATION
1279
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7. 11• ••
prior to adoption. The budget shall be prepared in
sufficient detail so as to make a proper allocation of the expenses and receipts. Expenditures within budgeted items may thereafter be made by the Watermaster as a matter of course.
Y. Redetermining the safe Yield: The Safe Yield of
the Beaumont Basin shall be redetermined at least every 10 years beginning 10 years after the date of entry of this Judgment . ,_
Reports and Accounting
a) Production Reports: Each PUmper shall
periodically file, pursuant to Watermaster rules and
regulations, a report showing the total production of such Pumper from each well during the preceding report period, and such additiona. l information as the Watermaster may reasonably require.
b) Watennaster Re port and Accounting: The
watermaster shall prepare an annual report of the preceding year' s operations, which shall include an audit of all assessments and Watermaster expenditures.
Replen i shment
supplemental water may be obtained by the Watermaster from any source. The Watermaster shall seek the best available quality of Supplemental Water at the most reasonable cost for recharge in the Basin. sources may include, but are not limited to:
a) Recycled Water;
b) state Water Pro j ect Water;
22 JUDr.MEN ( PUl:SUANt 10 SHPUI. ATIOII
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Replenishment may be accomplished by any reasonable method 311 including:
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10 a) Spreading and percolation, or injection of water
in existing or new facilities; and/ or
b) In- lieu deliveries for direct surface use, in lieu
of groundwater extraction.
VII. MISCELLANEOUS PROVISIONS
Designation of Address for Notice and service
Each Party shall designate, in writing to the plaintiff, the 1111 name and address to be used for purposes of all subsequent 12 notices and service herein, such designation to be delivered to 13 the plaintiff within 30 days after the Judgment has been entered. 14 The plaintiff shall, within 45 days after judgment has been 15 entered, file the list of designees with the Court and serve the 16 same on the Watermaster and all Parties. Such designation may be 17 changed from time- to- time by filing a written notice of such 18 change with the Watermaster. Any Party desiring to be relieved 19 of receiving notices of Waterrnaster activity may file a waiver of 20 notice on a form to be pr ovided by the Watermaster. The 2111 Watermaster shall maintain, at all times, a current list of 2211 Parties to whom notices are to be sent and their addresses for 2311 purposes of service. The Watermaster shall also maintain a full 24 current list of names and addresses of all Parties or their 25II successors, as filed herein. Copies of such lists shall be 2611 available to any Person. If no designation ls made, a Party' s 2711 designee shall be deemed to be, in order of priority: ( 1) the 28 Party' s attorney of record; or ( ii) if the Party does not have an 23 JUDGMENT PUJ.SW.Nt 10 Sf(PULATION
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28 attorney of record, the Party itself at the address on the Watermaster list.
2, Intervention After Judgment
Any Person who is neither a Party to this Jud9ment nor a successor or assignee of a Party to this Judgment may seek to become a party to this Judgment by filing a petition in intervention.
J. Interference with Pumping
Nothing in this judgment shall be deemed to prevent any party from seeking judicial relief against any other party whose pumping activities constitute an unreasonable interference with the complaining party' s ability to extract groundwater.
4. successors and Assigns
This Judg11. ent and all provisions herein shall be binding on and shall inure to the benefit of the heirs, executors, administrators, successors and assigns of the parties hereto. s. severabilitv
The provisions of this Judgment are severable. If any
provision of this Judgment is held by the Court to be illegal, invalid or unenforceable, that provision shall be excised from the Judgment. The remainder of the terms of the Judgment shall remain in full force and effect and shall in no way be affected, impaired or ·invalidated by such excision. This Judgment shall be reformed to add, in lieu of the excised provision, a provision as similar in terms. to the excised provision as may be possible and be legal, valid and enforceable.
6. Review Procedures
Any action, decision, rule or procedure of the Watermaster 24 JUDCiMEHl PUHUANI 1'0 STIJI\ J\.AllON
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pursuant to this Judgment shall be subject to review by the court on its own motion or on timely motion by any Party, as follows:
A. Effective oate ot watermaster Action: Any order,
decision or action of the Watermaster pursuant to this
Judgment on noticed specific agenda items shall be deemed to have occurred on the date of the order, decision or action.
8. Notice of Motion: Any Party may, by a regularlynoticed motion, petition the court for review of the Watermaster' s action or decision pursuant to this Judgment.
The motion shall be deemed to be filed when a copy,
confor3ed as filed with the court, has been delivered to the Watermaster, together with the service fee established by the Watermaster sufficient to cover the cost to photocopy and mail the motion to each Party. The Watermaster shall prepare copies and mail a copy of the motion to each Party or its designee according to the official service list which shall be maintained by the watermaster according to Part VII, paragraph 1, above. A Party' s obligation to serve the notice of a motion upon the Parties is deemed to be
satistied by filing the motion as provided herein, Unless ordered by the court, any petition shall not operate to stay the effect of any Watermaster action or decision which is challenged.
c. Time for Motion: A motion to review any
watermaster action or decision shall be filed within 90 days after such Watermaster action or decision, except that
motions to review watermaster assessments hereunder shall be filed within 30 days of mailing of notice of the assessment. 25 JLOOl< ENT PUIISUANT 10 STIPlllAl! Oll
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D, De Nqyo Nature of Proceeding: Upon filing of a
petition to review a watermaster action, the Watermaster shall notify the Parties of a date when the Court will take evidence and hear argument. The court' s review shall be· de nova and the watermaster decision or action shall have no evidentiary weight in such proceeding.
E. Decision: The decision of the Court in such
proceedings shall be an appealable Supplemental Order in this case, When the same is final, it shall be binding upon the Watermaster and the Parties.
Dated: [ Ell_c 4 ZDDl
CAFIV ' llWIBAROEA
JUDGE OF THE SUPERIOR COURT
26 JUDG11£NI PllllSIMNI TO STIPUl.ATIOII
AppendixC
SO-Year Lifecycle Cost
1282
Appendix D
Preliminary Detailed Sit e Plan and Process Flow Diagram 1283
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Appendix E
Preliminary Capital Cost Estimate
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Nitrogen Removal and Plant Reliability Technical Memo
1294
City of Banning
WWTP Upgrade OA Service
Draft Nitrogen Removal and
Plant Reliability Technical Memo
November 27, 2023
N2W Engineering, Inc. T 714 .716 .1711
3240 El Camino Real, Suite 150 info@n2weng . com
Irvine, CA 92602 www . n2weng . com
Prepared by: Iris Jim enez and Jamal Awad
Reviewed by: Jam es Wa ng
1295
EXECUTIVE SUMMARY
The pu rp ose of th is memo is t o eva luate biol ogica l treatment alternatives for nitrogen removal and th e production of recycled w ater for the Cit y of Banning W ast ewat er Trea tm ent Plant.
Wa stewater treatment st ages considered for th is evaluation included bio logical, tertiary, and so lids treatmen t s. Several process opti ons w ere assessed within each treatment st age t o deve lop a list of wastewate r treatment alternatives for further eva luation. The tr ea tm ent alte rna tives are eval uated based on estimated cons tru ction and operating costs, op erat ional iss ues, site cons tr aints, and the ability to comp ly with current an d futu re re gulato ry req uirements.
Add itionally, this evaluat ion cons id ered existing tr ea tm ent process op eratio ns, and t he abili t y to upgrade or reuse facilities for future use . Th e viable wastewater tre at me nt altern ati ve s developed fr om the evaluation are listed be low:
Alternative 1 - Return Flow from Trickli ng Fi lter Effluent to Pri mary Clarifier Alte rnat ive 2 - Conventional Ac t iva ted Slud ge
Alternative 3 - Moving Bed Bio film Reactor
Alternative 4 - Membrane Bioreactor
The recommended al tern ative is th e Membrane Bioreactor based on its ex pandabil it y, opera ti onal re li abi lity, effluent quality, and flexibi lity to meet future permit and re use re qu irements .
1 BACKGROUND
The City of Banning ( City) ow ns and op erat es a wastewater treatment plant ( WWTP) located at 2242 East Charles Street, Banning, California 92220. The WWTP has a de sign treatment capacity of 3.6 mil lion gallons per day ( MGD) and currently discharges an average of 2.07 MGD into 10 unlined evap oration/ p ercolatio n ponds. Future ( Year 2035) average fl ow is expected to increase to 3.6 MGD. The tr ea ted effluent then percolates into th e groundwater of the San Gorgonio Hyd raulic Unit. Groundwater from this basin is used for municipal, industrial, and agricultural ap plica tio ns.
1.1 Regional Wat. er Quality Control Board Order
On June 30, 2016 , the California Regiona l Water Quality Control Board adopted Board Order R7- 2016- 00 15 , which describes th e Wa ste Discharge Requirement s ( WDR s} and other terms and co ndition s of operation for th e WWT P. The Board Order requires the WWTP to remove constituents that presen t th e greatest risk to groundwater quality such as nitrog en, colifo rms, and total dissolved solid ( TDS). According to the United States Environmental Protection Agency US EPA), the maximum contaminant level ( MCL) for Nitrate as Nitrogen is 10 mg/ L. Per the Board Order, it is assumed all nitrogen available convert s to nitrate/ nitrite so Total Nitrog en ( TN) is used as the measurement o f concern . The w as tewater effluent limitations per the Bo ar d Orde r are outline d in Ta ble 1.
Table 1. WWTP effluent limitations per Board Order Rl-2016-0015 Parameter 30- Day Average 7-Day Average
2o·c BOD s 30 mg/ L 45 mg/ L
TSS 30 mg/ L 45 mg/ L
pH 6. 0- 9. 0
30- Day Daily Dry <
3. 6 MGD
Weather Discharge
DO Upper Zone of the Po nds> 1.0 mg/ L
TDS
Not to Exceed 300 mg/ Labove the Wate r
Supply
TN* 10 mg- N/ l
Ci ty does not need to comp ly wi th this limit at thi s time Currently, the average TN concentration in the WWTP ' s effluent is 27 mg- N/L, well above the future TN limit of 10 mg- N/ L specified in Board Order R7 - 2016- 0015. As a result , the City will need to upgrade the bio logica l treatment process at the WWTP to lower t he TN below 10 mg- N/ L.
1.2 Title 22 Requirements
The City is intere sted in util izi ng WWTP effluent for bene fici al non- potable reuse applications suc h as lan d scape, pub lic parks, and golf course irrigation. However, the WWTP effluent, based 1296
on the Annua l Operations Monitoring Report for 2022, does not comply with California ' s water recycling criteria outlined in Title 22 , Code of Regulat ions. To comply with Title 22 requirements, the effluent must meet the following requirements:
Average da ily turbidity less than 2 nephelometric turbidity unit ( NTU); approximately 3 - 5 mg/ L TSS.
Effluent cannot exceed 5 NTU more than 5% of the time .
Effluent cannot exceed 10 NTU at any time.
Coagulant must be added if the influent to the filter exceeds 5 NTU for more than 15 minutes, o r 10 NTU at any time.
The disinfection process must provide a chlorine residual that provides 450 milligramminutes per liter ( mg- m in/ L) under minimal modal contact time ( CT) of 90 minutes . o Th is corresponds to a res idual of 5 mg/ l or less, or any process that ach ieves 5-log virus removal.
Total coliform cannot exceed the average most probable number ( MPN) of 2.2 per 100 milliliters ( ml).
No more than one samp le per month can exceed an MPN of 23 per 100 ml.
The WWTP currently discharges 27 mg/ L TN and 20 mg/ L TSS. In order to meet tertiary requ irements , the City will be requ ired to improve the removal efficiency of the exist ing WWTP to comply w ith the TN , turb idity, and disinfection requ irements .
1. 3 Beaumont Basin Plan Requirements
The largest potential recycled water user for the City of Banning is Sun Lakes Country Club, a golf cou rse located above the Beaumont Bas in Management Zone. In order to serve recycled water to Sun Lakes , the WWTP effluent must meet the Beaumont Basin max imum benefit objectives for TDS and TN of 330 mg/ Land 5 mg/ L, respectively . W ith a current average TDS of 390 mg/ l and TN of 27 mg/ L, the WWTP effluent does not meet either of these limits . Due to these restr ictions, and potential stricter lim its for the San Gorgonio region in the future, the City w ill need to implement a reverse osmosis train post- secondary treatment to further reduce the WWTP' s TDS and TN le ve ls.
The purpose of th is technical memo is to evaluate potential treatment alternatives for the WWTP that comp ly w ith the Regional Water Quality Board Order as well as Title 22 and Beaumont Basin Management Zone requirement s for tertiary water, and recommend the most suitable system for the City.
2 BIOLOGICAL TREATMENT ALTERNATIVES
Four viable biological treatment options were selected for evaluation to treat the anticipated average daily flow of 3.6 MGD. The treatment alternatives include:
1. Return Flow from Trickling Filter Effluent to Primary Clarifier
2. Conventional Activated Sludge
3 . Moving Bed Biofilm Reactor
4. Membrane Bioreactor
For Alternatives 2-4, BioWin modeling results from the 2020 Bann ing Nitrogen Remova l Feasibility Study ( 2020 Study) were used to compare effluent water quality. For Alternative 1, a new BioW in simulation was conducted to determine a different strategy that would allow the existing trickling filters to comply w ith the Board Order TN requirements. The previous design from the 2020 Study of increasing the recirculation of the trickling filters to 350% was ruled out, as th is only lowered the final TN to 9.92 mg / L, just below the Board Order requ irement of 10 mg/ L. Alternative 1, as currently being considered, wou ld send recirculation flow from the trickling filters back to primary influent.
2.1 Alternative No. 1: Return Flow from Trickling Alter Effluent to Primary Clarlfler
2.1.1 0\/ ervlew
Trickling Filters ( TF) are currently utilized by the City at the WWTP. TF, shown in Figure 1, is an aerobic attached growth process used for secondary treatment. It consists of a tank filled with different types of media such as crushed stone, rocks , or plastic materials ranging in size from 2 4 inches . Wastewater is distributed by a rotary distributor arm over the top area of a vessel containing non- submerged packing material. As the wastewater trickles through the bed, m icrobia l growth on the media forms a biofilm . The organic material in the wastewater is degraded by microorganisms attached to the biofilm . Some of the ammonia nitrogen in the wastewater is oxid ized by nitrifying bacteria to nitrate or nitrite to nitrogen. An essential element of the trickling filter des ign and operation is the recirculation of effluent to the filter med ia fo r process optim ization and increased treatment performance .
There are four basic trickling filter types: low- rate, intermediate- rate, high- rate, and roughing filters. Low- rate filters are loaded at less than 40 kg BODs per day. The residual sol ids are usually well digested , producing a higher quality secondary effluent. Intermediate- rate filters are loaded up to 64 kg BOD s per day. This system requires wastewater recirculation to ensure sufficient effluent quality. High- rate filters have a maximum organic load, ranging from 64 - 160 kg 8OD5 per day. In this system , a secondary filtration stage is required to achieve effluent standards.
Roughing filters are typ ically loaded from 160 - 480 kg BOD s per day. Overall , low- rate and highrate trickling filters achieve the highest organ ic removal rates. 1297
Figure 1. Trickling filters at the City WWTP
Advantages
Simp licity in biol og ical operation
Low energy re quirement s
Low maintenance requi rem ents
Low sludge production
Appropriate for small and medium sized
communities
No problems of slu dge bu lking in
secon da ry clari fier s
Improved slu dge thickening abil ities
Durable process elements
2 .1.2 lmplemehtatloh at the WWTP
Disadvantages
Low loading rate requirements depending on
media
Diffusion limitations and po ssibility of mass
transfer
Higher BODs and solid conc entrations in the
effluent
Issues with biofilm maintenance due to
excess slough ing
Odor problems
Low efficiency at cold te mperatures
The existing operation of the trickl ing filters do es not allow for sufficient N/ DN to occur. One way to reduce trickling filter nitrate is to recycle trickling filter effluent to the headworks. Any denitrification ac hieved in th e headworks and primary clarifiers would not on ly reduce the BOD in the primary effl uent but also reduce the nitrate in the secondary effluent.
A rec irculation pump, wi th a capac ity of 1, 400 gpm, will be inst alled at the Trickling Filter Recirculation Station . The pump will take tri ckling filter effluent and deliver it to the head works at the Grit Chamber Splitter Box . Based on BioW in modeling results, the expected secondary effluent for the constituents of concern is provided in Tab le 2. As seen in Tab le 2, the operation of the trickling filters w ill comply with BOD s and TN effluent goals. Howeve r, to confirm that this approach will effectively lower TN level s, a 2- month pilot test will be co nducted at the Plant.
Tab le 2. Secondary effluent water quality for Alternative 1 Parameter Secondary Effluent Water Quality
BOD s 24. 74 mg/ L
TSS 6.31 mg/ L
TN 7.50 mg- N/ L
A summ ar y of the capital, annual O& M, and 20- year life cycle costs for Alternative 1 to comp ly with Board Order and Title 22 requirements is shown in Table 3. Annual O& M costs include pump power consumption , chemicals ( NaOCI and polymers), and la bor and maintenance of equ ipm ent.
Due to the age and condit ion of the existing TFs, the remaining service life of both TF s is expected to be 10 years maximum. Th erefore, al though the capital cost on ly involve s the addi ti on of the rec irculation flow, the 20- year life cycle cost in cludes the replacement of bo th TFs in 2035.
A tertiary fi lter is required to comply wi th Title 22 turbidity requirements, and ultrafiltration is needed to meet the Beaumont Bas in maximu m benefit obje ctives. If the pilot test is unsuccessful, a den itrification fi lt er wi ll need to be implemented rather than the proposed recirculation flow to the primary cla ri fie r.
Table 3. Cap ital, O& M, and life cycle cast summary far A ltemotive 1 Cost Component Cost
Capital
Rec ircu lation to Primary Clarifier $ 705 , 500
Tert iary Filter $ 2,721, 000
Ultrafiltrat ion $ 5, 900, 000
Anaerobic Digester $ 2,100, 000
Total Capital Cost $ 11,426,500
Annua/ O& M
Po we r $ 196, 574
Chemical $ 18, 750
Labor and Ma intenance $ 1, 080, 000
Total O& M Cost $ 1,098,750
20- Year Life Cycle Cost
44 ,768,000
1298
2.2 Alternative No. 2: Conventional Activated Sludge
2.2.1 Overvtew
The conventional activated sludge ( CAS) process, shown in Figu re 2, is a b iological wastewater treatment system where various microorgan isms grow ing as suspended floes, ca lled mixed liquor, degrade organic matter in the wast ewater. The m ixed liquor sett les in the secondary clarifiers, effluent is discharged for further treatmen t , an d the m icroorgan isms are recirculated back to the bioreact or as return activated sludge ( RAS). Oxygen is provided by blowers and diffusers to facilitate the growth of microorgan isms. Excess sludge is w asted so that the system can be operated at a target solid s retention time.
The conventiona l activated sludge process can be modified for biological nitrogen removal. This is accomplished by dividing the bioreacto r into the aerobic zone and anoxic zone ( where no oxygen is provided). Ammonia in the wastewater is oxidized to nitrite and nitra te in the aerobic zone, whereas n itrate and nitrite are den itrified to nitrogen gas in the anoxic zone. In the modified Ludzack- Ettinger ( MLE) configura ti on , the anoxic zone is placed upstream of the aerobic zone . Nitrate and nitrite are rec irculated back to from the end of the aero b ic zone to the anoxic zone for denitrification . Other configurat ions, such as the step- feed act ivated sludge process, have also been used successfu lly for nitrogen remova l.
A, trvated 5/udg• Tan• SPcondary Seltlrng Tank
flllurnr
Rerurrr A, trvarca Sludge
Figure 2. Conventiona l activated sludge f low diagram
Advantages Di sa dva nt age s
Plenty of operat ing experience • High operational cost Uniform mixing in aeration tanks • Slu dge disposa l requirement High oxygen t ransfer efficiency • Diffusers require regular cleaning Sol id and liquid stream separat ion
High quality effluent
2.2.2 lmplementatlon at the WWTP
Conventional act ivated sludge is one of the most common biological nutrient removal systems in the Un ited States . New bioreactors w ith anoxic and aerobic zones will need to be constructed for this system. The City owns the property immed iat ely to the w est of the WWTP where t he p roposed CAS system could be located. The existing trickling filte rs will be decommiss ioned, whi le the existing primary clarifiers and primary effluent p ump stat ion w ill remain in operat ion . The existing secondary clarifiers will not be suitab le for the increased flow as t he underflow drain is only 6" in d iameter . The new RAS line needs t o be at least 12" in diameter to handle the increased RAS flows. New rectangular clarifiers will need to be constructed north of the bioreactors to ha ndle half ( 1.8 MGD) of the average daily flow. An external carbo n source is not necessary for this opti on. Modeled secondary effluent water quality from the 2020 Study is provided in Table
4. Tab le 4. Secondary effl uent wate r qual ity for Alterna tive 2 Paramet er Secondary Effluent Water Quality
BODs 4.78 mg/ L
TSS 10. 96 mg/ L
TN 7.49 mg- N/ l
A summary of the capital, annua l O& M, and 20- year life cycle costs for Alterna ti ve 2 is show n in Table 5. A tert iary fi lt er is required t o comp ly with Title 22 tu rbi dity requiremen t s, and ul trafil tra ti on is needed to meet the Beaumont Basi n ma ximum benefit objectives. Annua l O& M cost s are based on power, chemical ( NaOCI and polymer), an d labor and maintenance.
Table 5. Capital, O&M, and life cycle cos t summary for Altern a tive 2 Cost Component Cost
Capital
Activated Sludge System $ 48, 910, 800
Te rt iary Filter $ 2, 721, 000
Ul trafil tration $ 5,900, 000
Anaerobic Digester -
Total Capital Cost $ 57, 531, 800
AnnualO& M
Power $ 1,310, 496
Che m ica l $ 18, 750
Labor and Maintenance $ 1, 080, 000
Total O& M Cost $ 2, 409, 246
20- Year Ufe Cycle Cost
119, 328, 000
1299
2.3 Alternative No. 3: Moving Bed Biofilm Reactor
2.3.1 Overview
The moving bed biofilm reactor ( MBBR) process, sho wn in Figure 3, is a biological treatment process that was developed by comb ining the conventional activated slu dge system and suspe nded biofilm carrier media. This pro cess incorporates polyethylene or other material media that provides surface area for the growth of heterotrophic and auto tr oph ic bacter ia biofilm in uniform ly mixed tanks. The MBBR co ntains media with a su rface area ranging from 400 - 600 m2/ m 3. A fina l clarifier is used to remove suspended solids and to produce a clari fi ed effluent.
Sett led slu dge can be ret urned to the bioreactor if necessary.
MBBRs may be used for aerobic, anoxic , or anaerobic processes. The system can handle high organic loa ds and high substrate concentra tions. Nitri fication rates are influenced by t he organic load, dissolved oxygen ( DO) conce ntra tion, ammonium ni trogen concen tr ati on, temperature, pH, and alkalinity in the reacto r.
Figure 3. MBBR system components ( courtesy of Veolia)
Advantages
Backwash is not necessary
Ahigh specific biofilm surface area
Continuous operation of the reactor without clogging
Abi lity to increase the pla nt capac ity without
expansion of existing reactor volume
Easy to operate
Stable operation at low tempe rature
Long life expectancy of bi ofilm media carriers
2.3.2 Implementation at the WWTP
Disadvantages
Media can wa sh out over
time; regu lar cleaning of
effluen t screens
Longer start up time
requirement
Bacteria l activity has to be
monitored periodically
Cost of the media
For the MBBR system, plastic biocarrie rs are suspended in the aerobic and ano xic tanks to all ow for microorganism growth . The primary effluent enters a common influent channel whe re flow is evenly distributed into the four tanks. The first tank is aerobic where heterotrophs are predominant and organic removal primarily occurs. The next tank is also aerobic, but the conditions are enhanced for the growth of nitrifiers for ammonia removal. From here, wastewater enters the anoxic tank where denitrificat ion occurs. W ith this pro cess configuration, an ext ernal carbon source such as methanol or glycerol is added to promote denitrification.
Alternative ly, the City can rever se this process by having an anoxic tan k upstream of the aeration tanks and utilize an internal recycle to maintain th e carbon requirements for denitrification. Th is would decrease chemical costs but increase power costs due to addi tio nal pumping require m ents. A fina l, small poli sh ing reaeratio n step is inclu d ed to re-ad d oxygen back into the wastewater for the purpose of downstream processes t hat require oxygen in the system. The seco ndary effluent is conveyed to the existing secondary clarifie rs whe re a small portion of the sludge is returned to the reaeration tanks. The reactors will be equi pped wi th media ret ention sc reens to keep the media elements from leaving the MB BR basins. Modeled secondary effluent water qualit y from the 2020 Study is provided in Table 6.
Table 6. Secondary effluent water quality for Alternative 3 Parameter Secondary Effluent Water Quality
BODs 4.34 mg/ L
TSS 6.64 mg/ L
TN 8. 00 mg- N/ L
A summary of the capital, annual O& M, an d 20- year life cycle costs for Alternative 3 is sho wn in Tab le 7. A tertiary filter is required to comply wi th Title 22 t urbidity requ irement s, and ultrafi ltration is needed to meet the Beaumon t Basin maximum benefi t objectives. Annual O& M costs are based on power, chemical ( NaOCI, methanol, and polymer), and labor and mainten ance.
Table 7. Capital, O& M, and life cycle cost summary for Alternative 3 Cost Component Cost
capital
MBBR $ 39, 346, 500
Denitrification Filter -
Tertiary Filter $ 2, 721, 000
Ultrafiltratio n $ 5, 900, 000
Anaerobic Diges t er $ 2,100, 000
Total Capital Cost $ 50,067,500
Annua/O&M
Power $ 1, 474, 308
Chemical $ 18, 750
La bor and Maintenance $ 1, 080, 000
Total O& M Cost $ 2,573,058
20-Year Life Cycle Cost
116 ,048,000
1300
2.4 Alternative No. 4: Membrane Bloreactor
2.4.1 Overview
Membrane Bio reactors ( MBRs), shown in Figure 4, consist of a biological reactor wi th suspended bio mass and solids separat ion by microfiltration or ultrafiltration membranes wit h the nomina l pore size ranging from 0.07 - 2.0 µm and 0. 008 - 0.2 µm, respectively . MBRs can be operated at higher MLSS concentratio ns (8, 000- 12, 000 mg/ L), as a result, the rea ctor size is reduced. So li ds liqu id separation is accomp lished w ith membranes instead of clarifie rs . The re are two fundamental arr angements of MBRs: ( 1) integrated systems that have membranes imme rsed in an activated sludge reactor and ( 2) separate systems that have a membrane module placed outside the reactor. Immersed MBRs typ ica lly use hollow fiber membranes that operate at lower pressures, accom moda te various types of biosolids, concentrate bioso lids wi thout sett ling concerns, and have lower life- cycle costs. Separate system s are typically p ress u re driven an d the membranes are in a stand - alone tank. Properly configured , the MBR process re mo ves ni trogen similar to th e activated sludge process .
Figure 4 . MBR Focili ty (courtesy of KY OCP)
Advantages
Higher MLSS con centrations
there fore a sma ll footpr int
Less sludge productio n due to
lo nge r SRT des ign
High efflue nt quality
No secondary clarifier is needed
Better site plann ing for City
WWTP
No UF pretreatment for future
RO
Disadvantages
High capital costs ( membranes)
High energy costs compared to the
conventional process due to membrane
scouring
Limited time on membrane life
High cost memb rane replacement
2 4.1 .1 Pockoged vs Non Pockogecl System
There are two options to consider for an MBR system: a packaged or non- packaged system The main differences between the two options are cost, schedule, and aesthetics. Un like packaged MBR systems which co mp rise of pre - enginee red , prefabricated structures, non- packaged MBR syste m s require the contractor to so urce all re lated equipment, resulting in higher costs and longer construction sche du les . Typically, packaged MBR systems involve stainless- steel tanks while non- packaged systems involve concrete tanks; the significant site work and materia l cost required for the construction of concrete costs also contribute to the h ighe r overall cost of nonpackaged systems . As for aesthetics, concrete structures are more common at existing municipal treatment pla nts. However, a prefab ricated building can be built around a packaged MBR system for appearance purposes.
2.4.2 lmplementatlon at the Wl/t/TP
The MBR system combines conventional b io logical nutrient removal with the use of membranes for the separation of solids and treated effluent. The MBR process tra in is similar to Alternative 2 except that membranes replace the secondary clarifiers and tertiary filters. The design MLSS of the M BR syste m is also much higher than Alternatives 2, which allows for greater treatment capacity per unit volume of the aeration basin. One design note is that the high recycle from the mem brane aeration zone impacts the de nitrificat ion ability and the carbon demand.
Conse quent ly, a tank will be provided to allow the DO to decrease by endogenous respiration before the recyc le stream is returned to the anoxic zone.
Membrane fouling is controlled by several methods of cleaning which includes the chemical clean in place ( CIP) system, relaxation , and air scouring. Chemical CIP clean ing is also referred to as maintenance cleaning used to address irrevers ible fouling. This type of cleaning usually occurs at least 10 times a year and is completely automated; however, it can also be manually operated as needed. The membrane un its are cleaned in place quick ly by injecting a dilute solution of bleach in to the permeate line which remains in the membranes for 1 to 3 hours and then the normal operation is resumed . During the cleaning of one basi n, the other ba sins are left online and operated at a slightly higher flu x rate as required to meet plant demand. Although this type of clean ing is efficient, the addition of ch emicals will degrad e any membrane material over time .
Therefo re, replaceme nt of the membranes will be required .
There are two types of membranes available for wastewater applicat ions: hollow fiber and flat sheet. Hollow fiber membranes are constructed of a microporous structure and are dense ly packed into tubes to create the membrane module. These tightly packed modules allow for high membrane surface areas and high outs ide pressure to lerance. Typ ically, flow is applied to the outside of the membranes and permeate is removed via the inner tube of the module . However, some manufacturers offer the opposite ( in -out) flow pattern. The typical vacuum pressure appl ied to the hollow fiber membranes is around 10 pounds per sq uare inch ( psi). Flat sheet mem branes are constructed of paper- like backing material with a membrane cast on the surface of the paper. These plates are submerged into the membrane tank, and permeate pass through 1301
the membrane from the outside in. The membranes allow the biofilm to attach and are continuously aerated to prevent solids bui ld up.
Modeled secondary effluent water qua lity from the 2020 Study is provided in Tab le 8.
Table 8. Secondary effluent water quality for Alternative 4 Parameter Secondary Effluent Water Quality
BOD s 0.86 mg/ L
TS $ 0.00 mg/ L
TN 7.74 mR- N/L
A summary of the cap ital, annua l O& M , and 20- year life cycle costs for Alternat ive 4 is shown in Ta ble 9. Annual O& M costs are based on power, chemical , and lab or and maintenance. Chemical costs include NaOCI, po lymer, citric acid, sod ium bisulfite, and sodium hydroxide. Costs are based on the hollow fiber membrane type and inclu de a range of costs from a non- packaged to a pac ka ged system.
Table 9. Capital, O& M, and life cycle case summary for Alternative 4 Cost Component Cost
Capital
MBR $ 52, 887 , 000 -$ 68, 996, 868
Tertiary Filter
Ultrafil trat ion
Anaerobic Digester
Total Capital Cost $ 52, 887, 000 -$ 68, 996, 868
AnnualO& M
Power $ 1 ,638, 120
Chemical $ 37, 500
Labor and Ma intenance $ 1 ,200, 000
Total O& M Cost $ 2, 875, 620
20- Year Life Cycle Cost
126, 344, 000 -$ 142, 454, 000
3 COMPARISON OF TRE"ATMENT ALTERNATIVES
A comprehensive summa ry of the capi tal, annua l O& M, and 20- year life cycle costs for the wastewater treatment alternat ives developed for the City of Banning is shown in Table 10. The 20- year life cycle cost shows that Altern ative 1 is the least expensive alternative. This alternative is essentially the baseline scenario to comply with Bo ard Order and Titl e 22 requirements at 3.6 MGD and utilizes the exist in g treatment process as much as possib le. How ever, this alternative provides the least flexibility regardi ng expected effluent wate r quality, particularly for BODs and TN . If future discharge permit lim its become more st ringent, or other constituents, such as phosphorus, become regulated, upgrades to Alternat ive 1 would be challenging and costly.
Table 10. Cost comparison summary for the treatment alternatives Treatment Alternative Capital AnnualO& M 20- Vear Life Cycle Alternative 1 Trickling Filter $ 11, 426, 500 $ 1 ,098, 750 $ 44, 768, 000 Alternat ive 2 Activated $ 57 ,531, 800 $
2,409, 246 $
119, 328, 000
Sludge
Alte rnative 3 MBBR $ 50, 067, 500 $ 2,573, 058 $ 116, 048, 000 Alternative 4 MBR $ 52, 887, 000 -$ 68, 996, 868 $ 2,875 , 620 $ 126, 344, 000 -$ 142, 454, 000 The cost comparison summary identifies three groupings of the treat ment alternat ives.
Alternative 1 is the cheapest all- around option. Life cycle costs for Alternatives 2 and 3 are w ith in 3,000, 000 of one another and utilize the same treatment process w ith slightly varied components that al ter the overall process operation. Between Alternatives 2 and 3, Alternative 3 provides the lower capital cost option due to the reduction in required tank size as compared to conventional activated sludge. Alternat ive 4 has an expensive capital cost, since the MBR system produces the highest effluent water quality. The capital cost for Alternatives 2 and 4 are re lat ively close to one another. However, the annual O& M costs show that Alternative 4 become s more costly over a 20- year life cycle.
A breakdown of the requ ired WWTP upgrades to m eet Board Orde r requirements and Title 22 regulations for each alternative is provided in Table 11. Th e tert iary filter and ultrafiltration costs are the same for Alte rna tiv es 1 - 3, and not re quired for Alternative 4. Alternatives 2 and 4 do not require any additional anaerobic digesters, while Alternatives 1 and 3 will requ ire a new anaerobic digester.
1302
Table 11. Unit aperation cost comparison for the treatment alternatives Unit
Alternative 1 Trickling Alternative 2 Activated
Alternative 3 MBBR Alternative 4 MBR
Filter Sludge
Recirculation to $
705, 500
Primary Clarifier
Activated $
48, 910, 800
Sludge -
MBBR --$ 39, 346, 500
MBR -$
52, 887, 000 -
68, 996, 868
Tertiary Filter $ 2,721, 000 $ 2,721, 000 $ 2,721, 000
Ultrafiltration $ 5,900, 000 $ 5,900, 000 $ 5, 900, 000 - Anaerobic $
2,100, 000 $ 2, 100, 000 -
Digester
Total $
11, 426, 500 $ 57, 531, 800 $ 50, 067, 500 $ 52, 887, 000 - 68, 996, 868
A comparison of the expected secon dary effluent water quality for all alternatives is provided in Table 12. The concen trat ions presented do not reflect tertiary filter effluent to show the comparison between biological treatment systems. All the alternatives comply with the Board Order req u irements with respect to nitrogen. Compared to Alt ernative 1, Alternat ives 2 - 4 produce better water qual ity, can meet poss ible more st rin gent discha rge limits , and have better flexibility to stay in compliance if treatment efficiency degrades. Alternative 4 produces the best all- around effluent water quality, and an additiona l tertiary filter is not required to comp ly with Title 22 re qu ireme nts un like Alterna tives 1- 3.
Table 12. Secondary effluent water quality comparison for the treatment alternatives Secondary Treatment Effluent Concentration ( mg/ L)
Parameter Alternative 1 Alternative 2 Alternative 3 Alternative 4 Trickling Filter Activated Sludge MBBR MBR
BODs 24. 74 4.78 4.34 0.86
TSS 6.31 10. 96 6.64 D
TN 7.50 7 .49 8. 00 7.74
Non- monetary criteria for the alternatives are com pared in Table 13. The criteria for each alternative we re given a ranking from 1 to S; 5 being the best ( and in terms of footprint, sma llest ), and 1 being t he worst ( and in terms of footprint, largest). Altern ative 1 is the least scalable, opera tionally reliable , and flexible to meet permit requi rements when compared to Alternatives 2-4. Alternatives 2 and 3 are simila r in terms of operational reliability, ease of operation, flexibility to meet perm it requirements, footp rint, and Title 22 reuse capability, bu t Alternative 3 is the more scala ble of the two. Alternative 4 is the most scalab le and operationally reliable of all alternatives, and because an MBR system does not require a secondary clarifie r, it has the small est overall footprint. Alternat ive 4 is also th e only alternative that doe s not require additional fil tra ti on for Titl e 22 reuse. For overa ll rankings, Alternative 4 ha s the best score, fol lowed by Alternative 3, Alternative 2, then Alternative 1.
Table 13. Non- monetary comparison summary for the treatment alternatives Treatment Scalability Operational Ease of Flexibility to Footprint Title 22 Total Score Alternative Reliability Operation Meet Permit Reuse
Requirements
Alternative 1 2 5 1 1 1 11
1 Trickling
Filter
Alternat ive 3 4 3 3 3 4 20
2 Activated
Sludge
Alternative 4 4 3 3 3 4 21
3 MBBR
Alte rnative 5 5 2 5 5 5 27
4MBR
1303
4 SUMMARY OF ANALYSIS AND RECOMMENDATIONS
The cost evaluation suggests that Alternative 1 is the cheapest opt ion availab le to comply with Boa rd Order and Title 22 requirements. However, based on the capacity of the existing infrast ructure, this option has the least flexibil ity to maintain effluent TN treatment goals, and the existing trickling filter components are old and will require rep lacement within the next 10 yea rs. Therefore, th is alternative is not recommended for fu tu re imp lementat ion.
Alternatives 2 - 3 are similar in cost and operation. Among them,
1. Alternative 2 ( CAS) are ubiquitous throughout th e United States, are re liab le to meet discharge limits, easy to operate, and have the ability to be upgraded with IFAS or MBBR in the future if requ ired . However, these systems require a larger footprint as compared to Alternative 4 to meet effluent requ irement s.
2. Alternative 3 (MBBR) produces the best secondary effluen t water quality out of these two alternatives and is the lowest capital and life cycle cost option. However, Alternative 3 is more comp lex to operate, requires an external carbon in put, and the number of mun icipa l installations in the United States is significantly less than Alternative 2.
Alternative 4 (MBR) can be the most expensive alternative , depending on whether a packaged or non- packaged system is selected, but it produces t he best water quality. With advances in technology, the MBR system can also be operated fairly autonomously and does not requ ire much operator input. Additiona lly, the City is familiar with the design of MBRs based on the 90 % design of an MBR facility in 2007.
Alternative 4 also sets the City up for any changes to discharge or reuse requirements in the future. Unlike Alternatives 1 - 3, MBR systems have bu ilt- in filtration, and therefore they can produce recycled water without the use o f tertiary filters as well as meet the Beaumont Ba sin Plan TDS and TN requ irements without ultrafil tr ation.
Furthermore, since MBR is modular, it allows the system to be phased into the Plant. In the first phase of upgrades, one approach is to keep the two TFs in operat ion and install an additional 1.5 MGD MBR at the Plant. Th is option involves sending 1.5 MGD to the MBR for recycled water irrigation use. For t he remaining 2.1 MGD, the Alternative 1 strategy of sending a ret urn flow from the TF effluent to the headworks would be implemented to allow t he 2.1 MGD to flow through the TFs then discharge into the pe rcolation ponds. As recycled wa t er demands increase and the TFs reach the end of thei r service lives, more MBR modules can be phased in for increased capacity until the total 3.6 MGD future average fl ow is treated by MBR .
Therefore , due to its high effluent water quality, operationa l ease, flexib il ity to meet more stringent permit regulations, and scalab ility, a Membrane Bioreactor is recommended to be considered for future implementation.
Appendix G
WDR Board Order RJ- 2016- 0015
1304
e ===-=-
Colorado Fewer Basin Regional Weter Ou• l, ty Con~ Board July~ 20' 6
Ar. ve a
Ac,~ P\.obote 1.Nonts Oirec: or
C! y cl Ba'"! rur~
I Ent Ra- nMy Street
8'1.,,,_"11 CA 92220
Dear " 4· Ve a a- id Mr A.'fl•S
L. o·erzo Ar:, s
P" o.~ Ma., age•
SAZ E.n-.1-on' T'en! a Se- v- ces Ix
22• 2 E Crane~ Street
Ba 0 n,." 9 CA 92220
SUBJECT, W-' STE DISCH A RGE REQUI REME NTS ( WDRs) BOAR D ORDER R7- 2016-- 0015, FOR CITY OF BANNING , WASTEWATER TREATMEN T PLANT, BANNING.
RI VERSIDE COUNTY
EncloMd rs a copy o' Board Oroer R"' 2C18- 0C15 adiepteQ by tne Ca :' om. a Re, gona Wate' Qua. ny C~ t"OI Bo. rd coo.- aoo Riv« Bas r Rego., or J;.1re J,: 20" 6 O\. Mg ts pu0l1c riee11ng 1n the Pairr De1- ett Cil. i1'0Mia
Srrou- c you have , ny Que1toon1 co, icam, no ~ ro1s Bo. rd Oraer p. ea~ c:onta-:::: J.oae Cortez PE Nate· ~ es0U1'" cel Con'..f'O Er' IQ1flff{, .. , rM --;nez#•: a· s poargs" qgv or ( 760; 776- 8963 S ncerely
QNL A' ljel PE
E. rK:.." t.,- ewar
C:, iora-: io Ri, e, Sas· n
Regcy""- al Water a~t1!·t)' Con: roi Bo. ard
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E:.,::,oa .. re-s Board Orde Q:7 -2~ 1 6 ... 0() 15
Fie Cr, o• 8ann ng WNTP WQ; D 7A33CS0001~ CW- 208668 GT- WDR100027202 R' 20' 6-- 0015
CAL1FORNA REGIONAL \'\/ ATER QUALITY CONTROL BOARD
COLORADO RIVER BASIN REGION
601\ RO ORDER R7- 20' 6- 00' 5
WASTE D!SC' 1ARGE REQ\./ IREMENTS
FOR
CITY OF BAANlr. G OWl'< ER
SUEZ W-' TER ENV> ROM. IENTAl SERVICES OPERA- OR
BA". r- f' IG V. ASTEWATER TREATMENT PLANT
BaM ng - Rr. rers ce Coure-,
The Calrfor,.. a Regional Water Ou8i. ~ Cocitfc ... Board Coora, oo R. .. « Bas !" I Region ( ColCra.: o River Bas.- n W~ er Boa- a) f,nds tl"a!
1 The Ctv ~ f Ba11t11ng ,: Ot.-.,,,.r1 99 E.as ... RB"' T's&; $ 7ee' - 3.annng Ca: forna 92220 and Suez Watf/ Jf Em-- iror< 1ren: a Ser> Aces l!";C is De awar&- oa~ business entity { Operaton OMecbvel:, Of , n,ol'\,, dua· Jy re~...-. d to as 0..-s.::ha·ge; ac....- bM.tted ar- appiteaUcn to upda: e the W • s:e O. schar, e Req. JJ( vr, e.-ts rMDR! i1 fo, ~ 6. lffl'• ng 1/Ja' Siew. a:er Trea: ment P'>i!rn tNNTP Of F' aol. tyl Tt,. e WNTP , s oca, d at 22- 42 East Chaf1e. s Sueet Ban' l.'f'lg Cal1om& a 92220 as sha,. v,, , n Ar, a:; n.,.,.., A ( V1a., ty ~-A.ap1. made part o-' l'"kl Board Ordltf oy , tn ~ ll! lnCe Suez Wate, E~·"'"' on~ tal Ser.~ Inc ma. nta- r.1 an office at the Faairty
The Oty o! Bann. rg ClA- n& a Naste-..-. at. er col",. e;:tior, r·eatrr1~ t and d..aposal tY91em -.,,· 1,c .. , prO\ ltjes se. t1IJl' aga ser.,- 1ce to l' le c,ty Tt- e 'I/W' ITP ~ as a de- s•ijn .- ea:' ll& l"'1 ca~ y of 3 a rrt- H.on gallona~ r ... da 1 \I\IGD1 11' ld CJ..' l'ffJly dric."" targes ap. ptcXJm• telt 2 07 MGO , nto , c ur' lhned evaporabon.' perCOtil' IO-, ponds • Jl()r,Ct. The Facut:, rs focil~ ed I' S.: tio., ,, TOW" ls:,..:. p J South . Rafi9e 1 E., ut S• n Beman., l'lO BaM- f'ne !" d Metr. 11an The fac,, ty s Auessors Pat~ ..., i..mbtn sre 532 180 OJatS. 32 130 036 an4 1'5 1a· tuoe and • ongtude coon:: hnates are 339151941339~ 2134 and 1, ss5~ 4 • 11684? 64 respect. viely The Faci, t/ tS assgned Cahf:) N'-·a 1:itegraUltd ~'\ later Qualit; 5:,st91"" t cCltNOS) nJff" be!' CV' i208668 W11ste DISU'. a,gtir laent. fic. at, on 1'\ IVCH0 1 n~ ber .., A3301000\ 5 a"'ld GeoTracke· Globa ID number WDR' 00C27202
Ttiie ¥.- astewate trealmen~ pl.ar- t .:: urr~ t.'y "' 8Ge;-• e tnd. 1stria _., astw« ater frOfl' l sa-.- era wt~:- thfl Cry of Bann-.. og Tt'>e: 0: 5a. ar·;; iers IMUW-, iil V\ inte Pr~ m issues lr-o.;~r.e,i User D.: sc:, aige Penr.;: s to ' iBll" f thr. thosa b!J$-r-..ei-Ses. mN tt.e C-ty o~ 6arvung s IOCilll orarance Ctl. C'ha .. ge irr1rs W"'l-1c.t- 111¥' e~e oete- m:r.ed 10 ensure tnat the v. stewaillt treatment plant s pl'o~.eled il~ d : wi fT1.tHll etf' weN star- t1aru. 5 4 The dtsct- arge , S cun" enf )' reigJiated t.r1 8oam ~ rCJe-. Vv' ORs O ~ -022 iJQCPted on M1y 9 200,
Boa· d Order Cl -022 , reQ.., t;fe-J the Odchilrger to constn .. d a iTo.. KlC! V. 1ater / TlOnlUYl" g 51' Stem , n ! he YlC1n. t; of : he ..;"\•., eo ponds T 1e 6oer: J Orde, •""' req. iao effluent monttonng for S ... lf.lle ChJQ' ~. e F:uar-- ae Ai' .. rr- 1ru~ ar, d Iron ur. t~ me groUf"! OoNater nor\!' a1dl~ ~ ystem ' t\.a5 lt' lS~' ed 1111d •; t-::M..t.cNste~ '" cntonng vtt8S ll"lllated Board Oraer 01· 022 Mon1torng ane RapQrtng Prog• a-,, ! itc1: es l"'at · As soor, as- Ground Water f"'lon. tor1r, q commencN L,...._ C( lfl$ t~ pr ts ~ 4: rr.;t be ' e( Jl.,.(.' ed ! f" Effl, A' l.t ,,, orwi, iog • 1305
S:,,. o..- Sarrc:~~ ano S .• ez ' t,•ater Er:.--:. r::.,..,.~.;·a. -~ Ti:; a..,.·, as'.e-o1t<:t~e: .,. 1 eatf" le-i: P: ant
o Orde· il" 201~• 5
Jas:- te Oisd' large ReqHe- mtrls
iJ'"01 .. r1d·".;rr r-to,.....!~-., g S)'5~em .-.. is C.J'T'picital tn P.ug..1$1 :_:. c,~ ar:c effl~ l""'.crc:;: nng fo~ SL • a: e c~Ac:--.de F ivc~ w:i. A\.;,- 1.-, rr a'::: i'.on ~ e ..i,s.:orr. tued . i t'la! t Tf-< "" he5e :- cr'!:"! uer:." s --a..e be,a:>'1 re"T"c\'8C ': OM < tie r-1:r--: : or-~ ~--c • epo""'_.ng =-- t>g"'arr. fer tt,,s Board Ord~ ,; is-... a as tr-~ e"'~~l:!!f'lt Lrr; l"-,:ors t,:,1 C~- 1e Ai-_.. f"" 1niJ' an: tron Tr• ~~; QR5 a·e ~·' lQ i.. pda·~ t,, ~ e!"." lerl tr.e TO~t c.,.aeri· Iallll'S al".O regu,a:-ons app teable to ,., ea scha· ge
Wastewat. r Tre.. i.tment FacH, ty and Di scharge
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Hydrogeological Conditions
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f.;a:s!@Dscr. arge Rl!q1.,1·e""'le·1ts
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15 Reg10n- a.J grouoov.,: re· : 0{: M in ? rie are4 ~ ; e~.;. 1 1 '·c, r,-; t'1e ' o\r'e!.t to t' ie us:
15 ' rte D: scilarge, U!! e$ a r; r."" o,,,, of 11'\ fM g·~-.c..•,-atc ' l' or,: or -; v.,et -ii ;.-- e upgrao e! ll c1-a twr:i CQW' Qrad• ent · o nC'f'T,tOr r.._ r"!lpa:.~ c'" ~-. ss~e".\o.i".'ef . j1scnar~ e lo grouTlQwa: U!lr r 1-.e a-eii of the pc-nos - He locato:"- li .:if ~ e Q"OJ'"'d...-ater f'l"I0"1tor;ng we . s lder>tn-.o cJi R ·1 h.-1\1\'1, ! VP·' , W, 2) it"".:S :::- e rM' N3 a·e sro.:,-• "-! ti••c.r,n,,e.rt C ' Mon tonng Wei Loc. at1ons1 . nade par" c' '.'"',; Bowd ~ ja • b·1 ~ efereru · he O s..:." argers moni: or- ng re:: orts rr()f1"1 . Jill1'l ..Ja:"j, 2[,;' ttl- ougt- Dei:,e,--ro,e 2c, s stw:; w U"e '°' o .... -, .. ' 9 il'lefli;; J8 .-. rater qua; ty da1, for the grour.-: t....-a~er "" 10, vtor" g .... e Is aptr lo
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Boa·d OrJe• R'-2C16-0015
fld::. e o.~ na· ge Reqi. re.' T'- ents
7 T.,..- 11 C);:>, C" 1¥ ye" reports ~ a.t ~ SCll l'1 tre ••Cr;"~ 0~ :-- e 1,",l',/,ilJ.. fryn g·.:, und S-...- faa- IC 00 t-; s , s S,; J:'# n' d q• a-,1:":!-~ s.a:-~ :.~ r:ta•~ - g s-,a; !" QO: s. al'lO bou:: ers Fr: JT • ~ h :f 300 t.: 600 f, eet bgs ~' ie S- O· ' 5 -:,: 5:.)' SH, .. ~" J ~ril\. G1 v. • ., SCO'.' i o• b:"":-,._, c..a, a.rd ': aye--~ siVld it"·
Bastn PJan. Sen• fiCJal Uses- ai, d Regulatory Cor: s.1cleri1bOns Thl! J . eterQ,. a; ' t . o -.. P.; •-• _ t .. ::u .... :-: f--~' Sas ~~-...; .: fCa. ly• 1:a Bas:,..
F• an · ,,.,_· ch -.,. a~ a;: r.;~ e: :::; l. o•.-errbe · n "! t::r~ ,1:"!--:: OTende: J o.., ~ .. J-. ern~ 13 20, 2 d-='!i.1::ir-r.es -;: e b@"'"'' 1C:.!! ... !.~~ c"' ~ro ... ' 11 a~ j s;_;--+a:.c 1,,.J'e'"'S ... t..,,s R,::,,7 , ... ai- o: ~ ans p1~·• rnat10r p1og• am,; ar.c: pe-:..c..~! ~:- a~. o! \",ate• Q'Jafrt.,- c~·,. es , nrt\ Jd, n~ iil·f a!, .. CCJe- c: . a,s to, ; rouna w•ter CVii ff) IC' Char;;• er J secllC" IV GrO:.Jn-:J ..... ,a.ta, Cbl& C'!•~ S
1S< Th9 d sctarg~ s ,...: r,,... t'1:e Sar G~tg,:,..,-.0 H1d~ OtOgc. V,..,t _ Bann,n-.iJ Sub.. int Tr-..e oe11efte' 8l .,15e5-::; f .: o ... , r::.,..a\lC'r .r- t"'~ Sar G.:; rg~IO 1-,' d,.: to;,:. U'1fl1-,,:... ideM\.. n. Ci;;:. d 1,..1~{..··, Mv",, 1 lrous~ ia 1-'. Jr: o-t,- tt,Q 1 iJr,C
Ag- ict. lrural sup- p1y 1t..GR
20 1r"fs Oraer ff' plefl' entc; nu:-, e,c a--:.-: ". a"':"a:1 .. e .... a:er Q1..1a ··~ obj>'!- C;; . es • or wrcW"'. O ar..:::s s...rface .,... aters ••~:; 111l' ed Dr tre Ba~ u, P·ar- Tf-e rL':""" Qr. C 00, ec, 1.·es •~ grcx. ndwate~ designat. fltl fo,; l""lurv.._,t'a , ar-d dOtr- e~tic !.... i'.;t:t, are t!"-v ,,.., i. J.•' T1wr- cori! cll' Th' 1~, 1 le·v,el.s M.: lsl ipeCfe' l r ~~,~. J!'lS 64-i.3 1 ' 3,4444 a"'l<l 54- 678 o1 T t'f: 22 , c4' tl">e co: tforr, a Code :, t R~~L.l.wlO" s iCCR• and !!'". e l;.ac" e 1::_ og :. a, iw,,, ts ::.~ i« l an sectior: 64--126 ~ o .. T;- e :22 C"
1 t '" @' pol- c· • ..;f lhe S•a+;;, t! C••f.o<r:-a that •~ arv l'J!":" t;J'" bet, g ' l85 ! he ,~ t,t •;;, sa~ e cte. r f'oraaue ar,a ~~, i;:. o"tcil'":'r •~ l!!Cf._ jil! e tO:" n _rr-ari C. O' lSurr" pl• o,:- i :: c-ol<. r-g: a~ sai,.~ ar, ov' l1- u5M - M G'.Jer ;~ rrct""' S t"trrr Poic'. t' t:·f reql. Nlng dr&-:: hirges to ~ rria: i:'1'!11..,,.... or_ta.,,-:- art le'~ des- 1~ t:,. i:~,,i~ rv."\1;,_1 • ~ 1h anc ~ s..,, ire ! t'a: "' ater t$ side for d.l-neiiiXuSie
I: S...:: o- 1 ,;,s-- of :. @' c .. , r,,,..., a .,'~. a,.~ C,:<ie , c.;.·c I aL-tt-'OI' ZPS tt-e Colc,rc1do R -. it· e.a~ barer Boa'" d , r~ J:o tec'"'r-.eai a",:::1 r.o--:-:or r-:; r~i rra P.'\.. ....... . tor, f'tg a. M Reoorti" lg P'"Ogrt1--, _ MRP1 es. tat:: ls~ ~: to1Y1~ rlCI r"e'~ '~. J,.~ t::. t~ , tr.plerrie"".t ~=dera 11-..: j P'.a"lt t8Cju.· e-: ret'.' tS
a -' 1.. 5 ~ Bl a~ t;. bts~ s ,· .. uRs c .. rs._a:-i: I ~-: s. ~~ ... C+·..a~~ at'"' .:... i.1.: 11!.: c1 t"la C-AC for d"Kl-iat;, e-1 tn.a-: ...- en,;• S..; t~f tc ag...a.tK.."¥1 L."> C81' C:e-al" \" i,i!..¥ ~--' 1 c•·•Al tee:- t""". 4':2 33L. JSC ~•.: on'. 3- 1~
4 ? urs ... :11'• ~= C•/',''::, se: t ,;,~ :":::~3.. g:; •.,:. 1 c.C",ario:! . .:;• n. asiil ~ a r,r:rAJt! not a r.g ... • an~ ajoi: i• o~ a~ tt",s Cr-1er aces M~ :: re.. i'.• a ,.,~· iK" ,,~,,, to con·- rue ~ he d:, c: t" l~e 5 7~!' c .... i;".lr- 31: 1 . L~.:: iri.ed ~, 1!'-_, a 80.lJn:, ::,..; e 3-'ld t,e.a:,,@,. I aro.1 ~~ age fx, r: es 8S$ 0Cl'il.e-J , iii!" d"1chari1e5 ::/ t·ea+l?d -: ... -.-,=.:pal .-\-. ills:•,.. ate: e:;. ce~ '; is ~ s=trar; es cf e-S.:CJL. ai sl. Ju; e .a..-a : oi-:;!. i .-.~· e-._ re a~- t· • :."Ii t"'e ,~,..,. rerre' ltS o! · he Cc-: soldated e,gu: a-~": 1 fO"' T·ea·- rl;! N Sic- age PtQCM. slf" lg or Osronl of SC"-1 j \.\' a5t • s M!1 ~ oM r ' T ! 1:;ii 7.- CCH t.:,~-s.,,::r ~ ! 3vb0 •. 5.-::n 1 Tr:"i ~.-e-,,pt.~r : a lJ.aseJ on ~lild1CI' 200- 00. ai C ,.,, c• Bar .. 1- rr; a.,d St,.cz V,.i:e, c:--:.~ c-r--""HN' ti:: c~...,=a".
Waste-. Na~ e.r r.-eatr1ent Pld' 1!
3oa· d [: h:: er R:---201e.J:~y5
e Di!. cr\ a·ga Rec;. rre:' l'l't'r~
of TUe 2.,. -.-, c" s•..at~ s.., ie·,.;haz-; 1 r,.a·t t:-,a: cJSr: h! rt;es o! 1:: r,~- c se..;,a.ge :; r treatec 1' ue"'' : t•e e•e'!":p~ pro,,· d~ -~.;:• !.lr .. = s.:-iar.; e--. a· e reg Jfa: e, j b)' \.\~ Rs c· to· \ oiohr~ l,iQRs " 1cl• e bee- n w.a .;~.? a-,, ..-.·t..;+, a-e; ..::.:...i,s•i:er:: ,-.,:: a1,.·;:.· 1~2:J ·e Na:~ r ::.: d ·.'), ct, ect1 ., e, !" 1 i,ea::: rie-• , y sr:.- a,;-e ' d:!_._8 .! SSO<,..,;,:e-:, W'.t,- rr~ icpa ,,~•.,-. 1ps, or:,~ Ced t,.a~ '" e-S,Jt.al s ... :::~!,, er sc..... d lr£3o:8 !•-• r , 1A V "'-,;, s s!ia H ~ f.J s: nar~ ed : .. ,,.., , ...
C()" da~ ce > A>I;- ti-,e a:- i,,ae,- e - ue r c·o .... ~~rs L ~ f tt~ T!:; 2; e11;~r-=:1:0 ..
CO'\d1;,:0rn. ha.,.e :, ee, r Met.\ , r 1,e..s~ ·,•. c;;;·;, Grounctwatar Oogr. adation
Z6 St.rte v.,'a!er Boa'"C R.es.o..u: ::..- 63-";'3 P:::: ..
V-iaters c• :he Sr. tta · Res- ol-Jt: x, SS .~ 6· s:.a·.es e K:t '. J 1 . t.,,-.:dl'l!"J H.;!"- 0..1a•I!'
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ti:s1 act"""- Y 1'11' 011:t prod;:.,~ or - r,a:, D!" X- c:e ei .,., a.s·e or . . rc.11ta'!led vc ume o· concentration of was: e a'>! < Al' tK;" Q~ a~ gn e,, P"OP05S-' i tc 01sct- ar;• 10 e, i-. r,g hlg~ Cj!,,. ahty '< wJteHI wi, be rsq~ red lll tnee: A-<1'Ste d,1Char~ 1a1 req. uemenu. ""- n.cn wlf r~ 1 1~ le bast pr~ irea!""lert or cc. ntrv BPT" C' -:' ·- ie cf;a;.:harg,-. ., ei: eswr~ to as:s.u to that aJ, 00,.J'.,•:m or r"' l.. iik~ w :J :""Cot acc..,· i,r,,,.:_ , c, • ..,. ~ he' St -..ate· qva· t)' cons1: o1en· wr,., ma.• 1'"l'll.J1" t:-enEf' t to the pec,ote ~ ,,. ~,;~ -.\ o'' ~ rna, rrta ,ned 2~ So.rn-e d~ radat- on CJ1 g--OJ-::., ... +er ,~..-. tr .. d; s.: ha!"; e to tt-- Ec P<Y'(IS 15 con~ en· ,., ,,h RHOU: ion 68- 1f p~•• lded : ha•~ < fE9" acat, cr..
a : s c~ rhried to a · e-asonab' e area
Is 1"' irt: IT",. zod O) ,... ea, s c• "._.1 lr."';::!iel"."le:--.ta ~,·J"" ~ eg ... la~ l""la n•ena., ce ano G:: ne op~· on cf BPTC rneaSJri;: s
c Is ' i'I" '. 8( 1 to Y.aste co- s'Aue11ts t:, t<~-a.1 > e"" IQUr•. eroo , ... dorr, es~,,:. "" a:s~ewate~ a,..-= d : Jo.es r-o: resJ; I rn the OH ;,-f il"l'' b@" le',C\.;I J5e ;, s p"'e'SC'":00-d - t"'-p G.;;;,l·::a:-le t.a:i.1- p:. ar or V•~~ O.f" Of < r '/ 'f.irer q .. a.t)'y ~ te:; tr.i-e 28 Tr. e .;- 15,:.t-:ziriie of HHt....,. a1er fr:;'T'! the -.,,•,.:,-rp o, F- err-. zed '\& fet:"I refie-- ts BPTC: The 011tro1$ a$...lliure tre d scharge !'.!-, es n~ crc- a.11 a :: c,,- j,~, K>, :; f oon1.. t:.m or nl,11sance a,..-ti tha! the t-.g"'- est water c;w-=i ,ty co.,,, sterr: ·, v,th / TIBJtttr-. J"TI tieret1 to the ;. eople git~• S! ats w Do@- ma, n! a !'led'. ~: ch s :: o·i.s,'5-!ent .•,, th tt' e ant jeg• OOatc" pre-.- J.:, n,. o-f Reso, u~ on 68- 18 TrieV# ITP ~~• a.' H
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e St;;.~,,; , o as-,.urE> t"'C=--er : per, 1:,:,-,, ~..,_.J n,; rr.! ttn. tnee A ,, etv. 0tlt: 0: ;) f;)-..ir•..:.;.,.~:' f' "" c>"+ t:.,... ·'"l<J .....,: , ~ j A 1:i·a'"'.Ob\· C' r~ t""".: 1 ~:...- e-~ e,..;?•a~-:J" c:,1' :;,.,' f,-:,,;" I s.::e tLl c.~PA' i:!.t~ t"-e t·"'-cl!..'°!' l@n! arr r::. r.:..~ a..,. . a._:;!'!" et"1 a ... ; r•r-.;l ~i!OQ. js ,) IOCS o~ COl' l"'T'lef~ 1 r;;oo' llti crj. rg'• i •, e Ciacr. a-·;:e • s a ... "T::::-:-- 1 d C::,....$;.,! i'!""" ·«- 1!' 1J, e a·'tt1- d&3n1;:: at,-,r ro,• lSIC' nt1ozR~ s:;. fo"' 66-'~ s·-. ~ ci:--~ w,:ll'1--,q.!Fi!...- ot;e<..::.,es Con& ti luents of Coneun
9 Cor, sttµer:'. s =6 = on-'.::- err ,; 1;;.•~' ftri' • ., as· C",_. a·. e e ... ue~ t C-, it :ir~, tt' le i,~ii~~ s: rs.:; le Ou"'. t""arer C.J2.- 1i a: e r '"":'.. 7> J""i :._j_:' J-"!"" 1~ r: a. tr~e----.~;: 4' 1:::r Otiil8"¥ 51' Tl$t a11d ros: TN ·,-~. f. V:P vov;_ Je5 $:..::~. a-- t.a r~~~1:, .., f s. c. i .. t·~=~: i!• r .... r-· 1or: tl!'l. so;- ic:h, d' lC liO' T.,e r:· r~ffi •: ea•:r,;,'"'! r·.
e ;_;::. CCR ffd, C!"' f.--443" ~. 1a••" f•J~ Cc: 1ts.n.ra:.: le~ e· MCL? for 1' 1:r~fe plJs Nl(r1f.ea~ !.
J 1-~e' l ,. s • o : r:;:l To a:.co-..r-1 for me fa;"' cf ~- a .. sn~ n for~-~ '-=-' O~. s czmpc..."\ eontS o! TO': ai !\utro_ en H . a co-~ a~:.,.., . al'., fl l .J a! w...t"l'l&::: I t"\at a !"ltrogan pr•sGN cc-.... ~ s to .,t:'a' e#f1t" 1te -i--e c.,, {; f Ba:!' 1, ng a SYRs re~ an a•,e, ragE! ct 29 rr; L fl;lf Tot. a · ,..-.:.· owe,,-, bet-.!er .. m-.... ar, Lo 1, i:iJ Det.. a ,-oe 20 · 5 BecaJse t"1tl C. Onc. tt('~at,.::" o! tota '"!" Ir~~ It• • ftl-. Ar.• rs e-,e-·~, 1· ed • s ~- ooahle r.., a: ~ ·rates ...., 8:,' reacr, g· ou:"'.lwiter t"" co· - cen·· a-.ors t~t ~-:-~ l' le "-"C .. pres .. 0 1.:4!.:I .. Toe 22 CCR sechN' 54.:.,
3. t 7h-- s Eko1• J O· oe, •--requ.- P. •r-.at t' 1e Oa.:t-.arg~• ~-:;:; uci • , 1tro; en '.et"' l(;.- a an;; iiy! ii•• anc: 1p:-o.-w ! ta t;"' C,~ igs 1-; , t~~~r: tea' re-pon: tJ",.at p.-0Yld. e5 a ¥. 1> flo: pta., af" IO t•me seheJJe tcr t'""' an, 1a1. t..or-,.,..... j np\ emen~ t1u· d .. trogfl, , e:ncwa a Ie" nat ,e.s. Nl" 1•• " MC. ondal'Yt!e~-:_,,-. e, r-1 re! 5u.::t~ ~al c:.:.:.: rrm Jtll'\ l -, cs~.., 9C l~ bi3 ~ the rer'\air, tn~ or; e.,15- 1.) If" .. tfi"•"' a, e I.':-" 0~ •~ : o' !.,! PN-~ W f"> ,._- n. ted States E.n-.-ronr":"" 41!'\ ta Po•er..t ;. n Ave" l:'.t ~-~JJ.:,:_ r:;~-~-•. aL!: !: 1-;· ,. 4' et.t,...-,; OC:. oer • 9561 G · rer. 1.-.e o, eoo1-\ t:; 91' 0-Jn1-.,..,_~ ~ s .,.': A: ~,-,.191" 1 ~~' i, MP' tog1" r' tnd, Cdtor ba.:.!r•.a ,...18 1• actr ou1a,, o.ater at dr! i tn exeeed, ng r.,c;. se, pr~.;.~~ ,... T.,~ ' 22 CC~ Th. ' i 1• 1$ nc- t c, i:-a; it..1 1nr.'. •; i:--c- uno • ...-a,!:?:· \ 1,, 1 t.. aa - je. graje, c t. v catr, ogen- 1/'lOlC. ator bactena FLrth';-~ . ., i~I! ~~, dft._; ra1a•: Ct' 1 c-, Cii! tl'--. c~ e- s t"':al .,,: gn1 c.c,:V' ,,, it D@ lffl"'@d ! C-ma a ea 1· tNt ~- 1<:~ ry ct '.tie pon: is ar-:: c~--a~ r;-7 p~tt c.,grs s~~~ n.:! be s1g1'f~- r! 2 Tre, !:, t:,cal 11s:.:~eT°'":.ii tldd~ v, o' d ssor1. l!'d s..a !s fr~m COl""".est. c ....,_ a: e~ us- ag~ 1s • so : a J! O ~l- o,.,,., @liOC ·,;.,-..~ er SJ;:-~~, to t"le C1tf C: San.-,,~ Y.. 01Jre- ja,., •,.· efe~ e of • t,ou"" 200 mg· L d ... ,. rg tt--e per-. oo ot Ji,..i,.,, a' Y zoi, to c«e, noer 2.0::-:: i. ~<..,~ Jan,. Jary 2' C1 • ro Dec:.
M' J:e' l" 2C15 t·e. C~ ""• s: @ ... . 1te·· .::h, era-~ J I:., '!"• Crt-,. c.' Ban~. ng had an a..era, Je TDS COl1{' en':-il· o~ .:." ai:,, i;,1C~ lf'\.t<.«,- 42C tr. Q. -L T"" IJS lhe a.e-age TDS 1rcea5i8 .::;.,.et th' c! oo- ne. s··c "'a' e: s.. it:•~i, tc, ~-.., s fad, t, . tL=-' rtg tl"e a. arr.a NTie ~ enoo "" as abo4.. t 220 L Treat.,..~ "'"'"'".._-; r,.-· 1-- s,,,:"l. rge. jt.-t •,, e VN."' P has a TOS l•l'T'JtJf a "'; 11Xl' Tl,.;' 11 o' 400 rr-g'l abC .. - a fl-\8 !GfTle' St.C SOur'.'.'e ,,,. y~ r •~ r~. J-, tetl t:-, Ro.-: i Order 01-022 The CCo60raoc Pr,.e• i/.-in¥ Bcaro 51 ·.-, r,, p01"',~ lbl' 3f> ~rnillnflr); IN.· Stat• '.\' at..-~MC- JrClltS COl" tr.: Soardc; s~\ ., ... ..; 1 N"' 1~I ~. u~.. a~- ema:-.: P. iri. SN JP) TG ma' end the TOS e= Jen1 r _> nit r lt! 1s Boari: (.~!'f w, J! be red .. -: ed tc 3X M~ .. i! lbo·""" me QOffle1' hc ,,_--. fer r,~ .. -· a~ or1• r:--· ~ 3CO ...- ig. t ..bO-.. •~ 4-:-~ ~rce ~"' 81er reasonat, t or:>:
e:::$ pc-~ s~ an~ . a·~t:£.r., atecl oer~ tel' I! ~ cf ; tou.., awrei-. n the area u-.er. tore r s Ct1 c-~ 6- an" li~ and SLez 't,at. er E': .. ' lf~""r, en:~ Cc- r;;a,,. V... as--. ewa1~ r T l'ea! ment Pla11 Boa,..:::
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F- e~era ~ eg. J • . at : ns f~r ~•=~ , 1.• a• 1:: ·5- C •r ~ e:;; 'oe· e e:· 0...-. .. 1 = a:~ b, ~"le US En..- l'Ot'l""le.<"' l".3 P· otea101 Ag~q on f'1-;H• m! Je1 16 IS:£.'.:" , 4i' CF~ Pa: 15 12£ 12. 3 a," O 1L4J to tfTlD& MPfl~ the Cle~--T".~·f: ~, i; );:) r:"" l ,•.ale,!' cm- gram Sef •.....-.-; .. Clea .. ~"' tater . .;.:- r 51,:;.!, on 41J2! P' 133 L.' SC-!: ieC"- o,... 1 !,.!,;::·p r" l re~..- S. l'"t r..=tr1 . !"'== ·e3...- a' 1or.s '9:...1 re WeGi~ . c1: ego··-$ o' ' a~ t!..-t,, at .:,- so-: a, c-ge stOfm ,-.3,~ ,-,..,._ XJ. 1"e::T ..,.·;- 1:' ld ... s:.'la a-=ti-. T.:, to ', A,- ate, s o' 1r- e U' ll·~ S·& es :. J ot- 14·":"' ~~ POES perr•-ts a>J to · ecu, re con,,~ o' sui;. h o+~ utart d seh3rges .. -,g Bcis• ;.,a : 3r: le Teet: r'IO~ii~ Eo.:: .... :'.)r-·:av, A:::1--e-.. able I E:AT c1~;J Be:
si: Con-, fe, flttor. al Poln...; ta-< Co, rt;-:; J Tec!"" flOl~ J I BCTJ l>l :::re-... ent a·">: · ecJ= a ~- U8t' 1"'5 anc any r-ore strw,, gent con: rc 1s r-.e~~ ro n- eet - t.-a: e, q...a , r-, stancar: i:s F21. c.:titt~ 1,., eg 1., the storage trear.- e1t .... ec; dr.s and • e--:1n' T ... ;; ... a' i."t..",C. pal or dO' T'~ic 5ev. age rc. uc:1-;g land .:! IC!, eate-:'l 10 :- e 1J;.:::;,:;, 3aJ c• Se«: age sludge tt-a1 a• e >M1t· 1-, ~ .. -= con'. res o' the faoil" y \,. ! I": a ~ r-~:a-" Jf ~ - r~. 1. Jn g..•ons a d. t1 ~-more o, .. eQl.. rec in halfe an a:i-p-~ c.,, retr- nt~ . ..-, r., r.,-;· c1.,... .. ~ J< f" •1-""'. P:. Pa.., 4C3 1ra ~-!l,'»'&d t,:> be er; 3Grng • ., -tfl:: l..-str' 51 a:"": 1·.-, .. 1 • vr Cu" PO!,!!S r,f ·-. e :- ea"' W;, ter A~ s &err. t\dl. O~ i:
r09~ t11. Tl" e fa.:: l' 'f ras • ·:ues g, tr~,.e ... • c.&pJ... t1 o' .3 s ~.- x; o a""' 1$ t' lus ~:.,~ to tre federal ~ egu. attc0' 1$ fo: 11:,,._ ha· g~ o· S'-;.'T"!".\· a~ i:f' asso,::;,: n. eo Mt"': l"\Gi. J$lr..al adt..r<"y C EQA 11nd Pu blic; Paroc1pataon J.
C ln , 1,;corcarce .,,, th ~c, n 15:3-.Jl C" ttti, l-'!" l,'.~ ... --~;:;, t" e iSLl~ of I~ 1/' 1:)~.$ 111, 1ia;n gc-., ern tt-e ~ooraitv' l .: r a,~ 8'( tS1ifl(; faOM,,_ Jhu,.,..,~ r,~lt<;, it;, e ,:-r r- 0 expa" ls or of J! i!I oeyond tNl1 i;ve-.. oJslt e.c.lSiJl' lg s e, emp: fr. i,y t~ J'. N-.r.-)1.$ Of ~ c. ar...m. a Er-..-, rorrrer:~ I Ou.. 11, r,-M.:.: P., t, ~ul'.:. e-$ C~ , echon 21000 et seq 35 :- he Colorado R1vo1• Ba~ l-i.a.f.M Boaro t>fils ~ " le °' 8cnar;;; er d""\. J a. 1 "' 10',. .... t., reslad ag~ •nd ~ of ; s r.i:e,,·t •·.:: o• af' t V.:.J' u 'Y ttt-.., ascrnr- 3e anc ' las p• o,,,, ded them wi?h an o;:,ocruv.,- fc• • ;... bl: c rneetr- 7:' and . in ~Y to s..ic- rr,..1 oomne..,~ JS Tha Co!.~' adO R -1e· Sast"' I \. 1.,' ifte" & arj ._-• pwci: ~ t, nq - 1;::.ar: M> d cons. i.:Se· itd al: comme,:
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IS HEREBY ORDERED trcl" 3-.:, a. rj Or: er~ -C22 - s 'eS:·"' J~ u~- Yi ',;.~ e~ ec.. .e date of th s Order axce,;n for e:-,fo~'"!' -:,-;..- p; ses Fld r Of' Ot: ~ ,., e-;,_• ~ i:: r~.,,;,, ons coMil': ied If" Dr. s..on o' tr- e Ca '~cm a l.Jater Cooe a"".. J -~~•.. 1.. at. m ... '! i i3dop· ed t~eu"' IO- er t--a DSC>. arg~ 5t-:;: co! Tl:p, tJ' le fOlow! l"lg A..
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Li' s~ha, ge or t• C.< Jie, j .-.. . as.: e1.- a:'='~ a1 a lc-:. a•_c, ot.-;P ·- a .. t-e ~ sig, a; ec a sposal a·eas 15 P"Or-iN..-:1
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pe·1-oo cf 100 ye, rs ' J•3tr1~ 1,,1ted ' T'0'f.!" ,1 1" a:: o·:.. a·: e •··'"'I"" S!uric.a ra•, fa, pa'1.erns The c-0!1ds srari be,,...~ aped•;., ~ t.:. e~ :•~ j ... ~ : f '":"::- s.ql.. l':oes ;; a• .:::.,.m1' a Ari erO!' 0" cor•~ c, pro;· ar-' I' 5"...,-.1 ,'.l 3iSu•e i:r:~-~"';" 7a · t'"" .':1'1.! r-~ u, a .:. es a e not critated er;:,i..l"-J •h,.> oe·_..,.... i!,~ tf ~~ .-.. a:e:- s .. rface Jee. JS sha i be m,., ' T .zed t"'r-; .. :;h c::, rr, c' : f ,·.a ~er d& cr.-'" a--. e5: 1n; i-erb= odes
c Oeac a;ga.e , e--;;ie:ati.:r" ~,..-'J ::: e:::' io s.' a n:;• a,c..;,.r?·1i.Jate O" the .\ o3~er s....rtaca u::;1,c ~ 0"1:act ,,,:::.'" Naste.-. a•e~ s:- a . .::;,e :-· e-:.• JJeo : t-.:::i..,;;!-1 ! L~ :-r:aa,. s as fen"-" e5 5,gr. s find ot"' e' ; 1:c;.e,ptao' e ::i • e·-"t3tr. e-J
O~ na:::: ie o,.1::rs ong, l'lat.n..1 a· t' l5 fa,:"!'..-'1 s!'-a 1 ~ Jt c~ ;,.:(!'.,.:..t;,st~ ITJ :> t, f:) nd :- e Mt~ t tire ,.- as, t~ a' Jet t~atne ... t c11'!, J : J• socsa a..rea e Tt- e ponds shal be ,.-; H" otain~ a'"::i :::.. peat~ ~ o as ' 0 -- r.aiurn= e , n•:~~ a.·.or a."ld · tur1'""' 1Ze the nc1ea ~ of 5a: r1y rn n· e g•oJ• 11~"• a ~•
S lr e O-s.-::"'l,21rger !'-~ a- 1 r,c;• ecce~ t .... aste- 1,-at' lf .. eic.cas.!c cf me t1@e' n" en! c epac.~ ci" the faol, ty
0 Groundiw. at• t Um1t atlons
1 O1s. marge f~ u-.e ,:,. v, ro si· all rtcO~ c. a- w J~cvnJ·, 1,a•er to a CO?ila.<" -:: on•t tuen• s, . r V:Ui~ s ,: if Sa, c .. ,., a PJCLs n ~ e; ! orth , n : _ _r·e C-. il~C"l\3 Ci...'Ct1 of Reg .. atlfi'lS ..... «\ e 22 wet- or"- 6-14~ 1 t.Jct~- O<C.Q ~ CQ~;\ verts 5eC'.i.lY'I 64431 or .. Orgl~C cl'l.l!'T"IC.ilii sect. on 54,4A..J to, O'g.a-:-:: :: he-r;c:a s lllld "Se: ti.::ir. 6467' 3 for tie' efnir ~~ion o1 e l.. ceeo3' 1Ce3 o~ e:ad a'"<' coppe! act on ~, e s D COl"' dtli" ta$.1e, o· : 1cL.i,r-pooU1; '" bl s. ... tstar. ces in cor-,.: ermat, ons ~--. Jt ~ .. ern: 1• atfec ben, a,f;oaJ uses as a rM- o:t of P"ILE' l"M" a,;'..-.-, .. .; E Pretreatment
n the event l'ldi the • a :~~ "' IQS a- a~c·a;;;e d·, .-. aa•. hef F.;:,..•, or trH' Mf:• capa.:;; 1y of 5 MGO or rrore a~ ll"IC1,.1$l:1~l ..,.·o:.e~ { 4: CFP 4:3.3, h!} a· e OrSCf'l3•gu,g ;- otl.f..a,7ts wt".1ch CO( Jkj Pa!:. 1 T' l·oogt-[ 40 C~ R 4'.)3 ~. n1 , y lr·PrTe' l:! l.C c R t.: 3 '. Lil w,.n Dle ore,- a1.,.-, o' ihe Y1o at.: e .-..a1e · eatM& r! ~ Jfy or ii',;" :-• h~r.-. ~ sobt@c. 1;.J N .. '.re•a.l Pret- eatTen:
S! e- rdar1J { 40 Cr" R • 1'!>3 3, l,] -.: C.ah' orr- a •:--0.:::!g C'' ~ eg-.. lato-, s rr_,e 23 M~ 1Cl" 223. 3 rac- uue. t!'>ia tac-.~., • r " P-.. e a., d e'"'fOf•: e an ai:t-:iu,a,h:: pi- etrea :- r.ecM P'"~• m 01 t•: U·e Colulad- o Rver ~~ http- r &.:! rd Of 15 E.1ec.. Jt"y@ O' f~e: oete, m· 1es tr-a: other cw: umsta" lCeli wan am. tl'len
a The Oti. Grarger s..,.ai.ll not> fy :- ie CoiO"" a-j: R1... e1 8a§ in ' r".'at~· Boa- o -.,,--tr,,n 30 : ii/~ a': e• nere . re d-.. scrarges IT at i-::,i;ier tl'-e pre, restl"'~' lt ,.e<:: 1J· .-o•l\8f'- i~ b ... rte OtS~~ g= 1· 5-'1ai - 31.,;b!T'II'! a · a,;-~ 11ni>' 1 :; f \,\' asre Osct. 1r3e ar,o tt-.e P,'e'---eatme-- rt ~ og·sl"l f,;-r 1!"E1 BoarJ re,,.;e,-.N ana at:;>r?\"8' as SOO"l as. pos B.tt:@ b1..~ ro:
ale, tr ar. one ye1 • of tt-e not-= e of prerea·."' rF' 1"1?Q1,.tre""le'"ts c Tne Dis.: narger ~- ail ~,. to:c,e; ! he feae• il ,;.. t~ or1cai cr&t1bd~,-- E:n-! s:a~a.aro- s C" a I Ca~ OfGlll l~.:!1,.W1.i1 Li'Mlf'$ 1CIUs
1309
o' Bar.n ...,; arid S...-ez '/ iarer En.~_< r'-r":Si Co:-oa..,.f a$e't'>T. ef T·ea".""'1'?.rt P~'"!:
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lite Giscna· ge ReqJ re'Tlefl! S
i The D:s:;ha 'gf"!' sna Inc: ... ~, :,-, e CH .... of ,~~ ars.c."'lii11_.e e-:·~:, u,r.rs. T' le ~ n-ts rl- S: t• as sr:nge"""'!' as •_"le .::·-,.~ t s~a'"\d.a-;-. cc--!.ant~ r, t~ ~~ fe,:.ral cr.eg•Jry 140 CFR Pa~ . t~- 6991 "":- a Disd" arger l'T'lilr C1: MH1) "' l:Ya s'.~ 81"' 1 t«:1-.ca:y t..ase< l 1oca1 ~ m~ 111 ..,; an sr..: .,.. ta.J.se
e T"".."" o,sd·;a-. .. • 11;: i,i , a. ia,. · 11e R,,.,a::.a r tna C.J -..;01::rF.s " J j19ehr.g• ~ t ).- r-•ts COQ"". s1X1 R1.- e-r 6av s/~! H Bea· J ~ r.& r·e r,. ht tc t~"' e · ega actr.:i1 a;: a: a.. t er Cl.,,•--qa ~. 5e· a' lfl :~ the O, s"-~. et' .,_. 1-tt"~ a 1..W" ' a\!s. ,~ ~-. 1 t..,~ apcro~ ed aPP4., cab e etreatrr-- en' s:ana11- 05
F Spoc,al Provisions
N'. i' 12 m o n ths ~ r •"'; e a::, i:,:,::; .. !:I • ...,,., Q,-.~ ' N D,!.C-i.a·;.,.,... ~" 1:IJ .._..,~.- r,t ::, l t-ie C~• au::-~,.,. e· 3,...,, \\-;;,,'. e: 8:;:;a·~ ~ a a :ec;..- r•.::.al r~ :12.: 1rc-.::::es a ::Coli c1 the ill···re, a"l•':e 11"' 1"" ~·, c=: ins "-'- a., ... . a, 1 :: r !..,. ; A"/ TP ltht; 1 18 month& • u, e a-: i:c:_:,n d. i' e c! t-• Boo" C:-oW-" ::-.. Dsct- a i;• V. o'., SJ!)l'l"l,1. ro a;io-' ova- t In•- Cc. :.,. a~: R-.. e• Bas.;: '." ia•.e, Ba. arcs fJr. ecuh. e if;ce- a re...-twi.ca .-.;,, po,-:
tha': 1s a ""' ark p. ar 3' ld t-- e scneo.i~ t;i cc.lldUC'.' a s:.Kl 1 tha' aodres~ t'"i~ pract. ca.. tlltti d a ,] l'l"'lg'L t:Jtal r.i::-oqer, eft' A.Jer<' IC""" ta: oo and tl"le ;!'!"' paci' '"" E ~ ISC~ t'a s Ct'1 t~ bane'": Clll JAeJ c-f "'" ~ gr~ J"XN.· a:ftf ... ne. :,rr,e ~-. e •,y :'le ~.Jd,- ll' lal r01: b8 ton~•! Nr' lhx. t 4 iNrs -. caf,) 1" 1"; 8°~. onalEFlil. net" PF Reg, steredGacklQ51 CfflfM t-,.;,r.d1",..;! Geo'=-9'st l:~Gj or. Ce--.. r..ed H-,ar~ Ge.:.iogt.St , ci-tGl rn.ss:
ana s! arrp r.._ tecl" t':"Ca ,~ Ti,, e , epo- 1 :t-.a!J a'. a err ~ 1..'"" ~, c:ude ~ folttwr < lg a E:.-w·a.,1.rt,ct:. -: j the '-" 1<=i.a-·,-'!· l""'·,..;r ~ e fo a!r:.· ~- l!".•e 101 0,,,....._g f~:rs re.Jal ng to fhP <!19' Ct1rge
C+-Y-nptior: c,t t ""=' l":""l...-~ .:.,pa e---r.t_.,-11no •2,: l.t,as 1 Ces,:: nptio." .; f I~ Q..;.ar.t1t, er<S rit~ ogen .:. on1=. r1:~a?ic., of c:O'Te~ JC wa~ e· s.:~ rces 1'trt1J: J.•ng ·.; c.s.:r.a~;""
ta- si:: r,p: 01 cf o ~ r.~ . .rl" .- 1,; igen '°" "'. CPi of ·~ e T,__' l"i:1~ · o\as~ e,ri,.-~ c:.O..Kt,.o-, ten,; •' XI ~ rt, fa,;~; (..f e: """.; ei ~- sic,&e-Cr ca.: .. SQ\.,-,"~e i ••--· ac. te pt,
at:
t "!'.a ""-' t:e ... ire, ... Y. .... 3;•':' rece..ng w.a·e~ ~ LJa')U .. a"'ld nt:-ogen 1erra· .. e piaf'" l 1:.~ ' T'-W' lt'rlZr- d - 1'.:: f!~ r cc" l~~-t.i.l·~ •~:,, r : re ~ un1C1~ s-.:~· ces Alt& rNI•.~ r" a,, s ' Sf\ 0-~: I '!'"~
Descnt:l,on c~ r-~!1-c;8'1"' scr .. ::es ii!-d il'' erra·~ e ne¥ t.S cf cc; rtr:' - iiie
2.1 Cost of & tt¥ T' a~.• p!a"lls ir JOf! a1i ~ er t,:r ;,: n.t_r-:i,ger\ r9mo,,~ f.--om J•K•" l•r~e
11 DM, cr. p-' on a,,: a"' ai, sa! i ~ pc~ e~:. 1 c:;,mer:·.;; 11a nrro-; ie1 removal I'e i11en1 r~uig1u for " 1~: 1..,... rJ.,,:,,, at t,.... '- IN.: f P Anetse. s..,. 11 me- ude -:..:. st r,f rrpe- me" lta1ior I"" dO~<il-~ Pe4" t::,-, c, "· roger, rer-i.::,..-eJ !· o"t", c, sd·· a rgs S ... "t. .. , o~ r 1nfor~~')!" I i)f'f1'" 4-~' ,~ t'1e -. tuc, as tt- e .:; errr,.: 1.,ng aLC" Cit. ty l'T"a, j...,.. n@,,,:, e$ S. t,.. 1
In . Jc- le<"' 1,\ t'lg '-"'"! a l c, etPI' c-:;.'";:::--:J,r'.._ ,;;;na,. te · eq-, r! td ~' le parrt,:., t ; 3,~. J, ng autl°' c,r1'; sna,: c:.- 5 ~ er '..-.e t~ .... 1"'t.:•.! ef~ r,c.\.,. j.ng l:rL1 n,::t I m·tJ! d ~ c r;! Bai-:,:,g an:! s .. ez \~. a:t" £nvr:;'"'-:- er~ ~~-er.,--:·, t~·as:- e-.... a: e, Tr~ rne.., t Pl. r-t:
s,.,, O·: w R-.,r,;.oc,s
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I ... ,.., 8 PflC! JCab •., tf cf-~-~" f-~' 1 1 a 1: ""9 L li.1a ' l.:.:~ tti' 9tP ,.. e.,,; km. I II ';,"-', BftJ a'(~ E-f"'-.A! TI' S "~: Ce". e,.... .. ~.; •_, t~ tr~• -~o- e t'' le :). rscr-. a~e,r s.t-a1: p"':1·,11d~t'1~ ftJli(-A•"'!;
Ti,.- T~.::; t ~'. ~"'• .:',;,~!-~:! .-,•·.... grr r;.; t d e.J:,... aterr- a~'-~ c ... :.; e tienef":--a: 1..,"Se' j, cl .., e g·o..,-:!.,,.,a·1;t1 , le1rs a· ! i)l"I-, :. er ;£ a c, 1:
c:nc~n~·a~or
2., Co5~ p« !0'" ..... •"".tr.-:;"E"l ~-" 9....:. '· O!"""! j ~ .. ~ r;;~ c' F-t.::/-. i.: err. ai -..., p,,..
Ca~:.,b1 ~, o' ~•-·. rn'.z .--.;, ... ..:,~~ .,; :ic,,a.-ii" A pr-;.O.:>SeC ·. a -., et:,, t.~ pre. c··-.a,1 lf""_.,..~.eiita-1 : i-:-~O"iE ~ r-::::
A : LJ.1.1 a!,O"' •~· r tl-e p•::t:-0'!.ed o•act· ca r:· er,-.e .. : ... 1r-~re-' seJ .. a·1,,o,e a By June 30 , 2020 -~ D 'sd'a·J~~ st-041 s.,;; ..... -: a r,..· .!: ~=:-r•~a; repor. e,at tccudes the OschiJ~ Jers rac: uner' ld1: 1c:-~ ar:;:. c~..- s,c.r-o: ---;:\,.; J•:-:g a ten- at,·..-e -,.,o •c o. an a.no ti"""le ! K:08dJ8 •~ t.c:' J1 C'•!a~· rj.'. rwer--!:-- 1'" · ec1..~ e<i •.c a~. ohsn ..,, 1:ogen re, r.- o. a L11 co,..- i.p' i • tf" ire E'tfu,. er,: "' ate· ::;.. iad:·1 1..-n..· T!"le ici;::;.' 1 Shall be cer.fed tr'!• 1 Wr' l 1t. 1 e and IU' T':> of a Cad=- r-1• 11".::. e.,sad p,-~~ ess,. cr-.., PE P G CE: G :) I' a CHG
3 W:-. nn 2• months o' t~,. .. . 1c: t.cJro :' .... s Or~ r the Dtsc. t'arga· s .. a:1 $ u:;. t1".: 1:i :: ...
CO!;;> raoo Ri ve· 8as. r lr\ a! er EJ.~ O • ~ t,~.: al repo., trat nO:.. Qe. s a ooPy or tt"le C,:-y of 8tll'"' l1J o•d. na" lce .... ~ oro~; des . a co~ etM: r"':· se ~ t ~ • J,!'. f':t c1na regJ'• tioos go"'......_, ng tt-:e de&: gr cc-nz.!1;...:.ttCr r1, 1nt~." lance a"'JC! 1.-..e ~, ~"":.. 1-: and p•·. a~ e sev. er ' i&Cf. tte5 ll " th f"I P, e ~ Y, :..,,,,: 1oet, crt.a: 11rrl!~
1".t,.,,, 2,. monttl& of lb5 a,:r-~~,.. of tea,, Gr.:111:!: th,.. 0 s: na·~ e• s .. o I t.,t;.,,., ta ! SO' n·cal reo: x, tn.,· CO' ltl•" S
a JOC\ Jrneni• j..,-,.on~'" llt -.g '~• Ct-1 L • ~ i;:"l.n-'. I i a ... !'",r; t-; ~ c u.ue pe~.· i ror r;:,~-,rjt.. al and ~ rrr' l:.."'it• t.rs~e sap~ • l"i~!'r:5 c Tre G,-, cf Barn, ng, a~ t ,'@ ~•~· e"'!' e,1 -,,.r:t" ~ e!:;a•j ~ SJOl"""'( tt ~ a Loca A;e.,,;y illf' 1~ e' TI.-• P-- o;r.1"r t="-~ W'I a:.::r1arme :,."'1'1 • ne s ~~e-\",. r.ef Bo. ltd s ~\.' J;er Ot/a/it. Con.• m f->rky f;,.,r S;•' ng '°"" SIT- 1 ,:;~ rar_ n ~~ V. leye" r.30Ci:' ol CnSJ:O t.'as!r..,·:A1111 ir& ilt' rn~ .:..··,sr~ s a10
c Jder,:: flQlt, or of al ; a ea.? t ,•. ::, r-;- t!".e :. 1t s..: , t:".: ;:-· me Ciry of Barn ng s Sie' h·e· Jt"Orir, r'\a'. are t'"".,1•r...,t1: r· or, e:it !> t.'T"'il c.:isitei ~~ c a, ste- ns • nci these J"'See,,,. e-~pea area $ c' J'1" e0 ry 1-0.,:}.,,: :., s·e,rr-~
G. Standard Pro\lislons.
1 ~ h• D${.. ~ rger sha c. orrp, y ;,,;..:_, a. cf ;, e cc, r.01 O'! i o" ~ s Boar:, Ord&" Norc.')-r.pt.ar.ce IS a -..· oi~ n Qi c;-,e Port.r-t.ok>gr-e \•~;'l'l,tr (:: Ld ~J Ccn-""'"..! ~ CT ! C'.'/C. & e<;l!Ol'l '~ e1 seq l-~ is. ~ rcvnrls to~ flrlorceMIV!~ ' K!J.:!"
Tt, e D S-::J\arger s.tia,t CCfT;>;;' ..-. tl-t rie Ete-~·or\ic Svbm!tal ~ f . nlorm. a"_ on ESI 1 requ, rel"' leml! i DJ SJbM. tttng a ' r.c,rTe-s.o-ert: 1;1r:.e l'Y.l r• µorts. re,, Jt..ir~ t.il"der Mo"U10r1ng ind R e 0011, ng Flr~•• m ,~ Q: P .;;., 2J16-- 001'-, ,. 1~: i fu:-- e re1- s,ons ft!Se" Q , r,.:1,..01"'-g 1310
C ty o' Ba"' lrM· g 2r# $...!;!.: .~1:.r.e· £,-, .. ·~". T•E-r.:.; eo~i;-,4""'., ai;;: e· .... a'.e~ Trestme~ Pia,...
Boa, d Orce' R7- 2 1t>0015
f~•~e 0-S....,._,.,ar;e R@qulf@f'l'll!-f'~S
prcund-~a:e"' ~ on.:o:r~ 1.1a: \¼""·= ~ 1.::r:::;- ge xa-,;)I" ~~-.,a .. Ofr!.,; it aM !· nQ.!. JOf! L oi,- ewor~ a-,j ¢ ~ or.::;., ~- 3 - ep;.~. s ~ tne Str. i, V, o·':'! Re-,; ) 1.:: ce5 Co-: trci Boa·:::
GecTr.: iJ~ ': itU,. d~· r- i:.,:!" ~~$ ca \P"' j& tabase 8c-:V'"TT: e'"'';.;l - et . r~ 2 G 9 c~ la-.; er 5ho1.,- rj c,e bro-. v ®•'>, nt! s' NL~ -.: tror-. c fii, es at- dee Pf.:. 1'.,-61' 1 and L- 0~ c:::o Ge~ T' lK•
A. t8'" M1ca. eoc-1 · e, c., i;·,,. j -. c.-:.,--:..;;-.;: 1-i:•"' .-. t'" ' h.~ .:> r::~ ara r~1.r·sd i:,r:S.uan<: to S•:. t.on 1 32! 3- o~ tr,lf' C'./,"':,, ." 11'\.0 sh. a] t"d.,- Mi " sL. t.mar, t ty· tnE. C,1&C'1a.rie:r or ara...1,•·or. z.~ re::- reHr~~ t·~e O-' ·-. e 0-s-::tia--; a• c-,e,r r., .. !r ... --diet ~ r- a tJ of ;, e-:ur,-,.;~: Mt tr-;e ta""· s ::~ ire Sta·~ r-f Ca ~!='"~ .a tt--at :.. i-e rePi>' 1 s ,.-~e CC.' T! p' n a,...:! a-~ aie in 11ceo:~' 1C@ ..,.,·:- Cat.•;;- 1a 6us: ness aNj Prc• e,. s or, s c.~J~ Sea10M e- 35 - a35 a·1~ 935 • ~- ree~ 1~ g 3Nl gec;~, c e;. a\. a•. c, r5 a"'ld JJ- Oim~ I$ sr- al oe oerfo: Me--.. by o, U"' lder !"' e C! f~· On t.1 Cal fc~'":. a · eg 3:~ rt' C P"~~• O:' ticilS e :.;... e,'. ._; ,.. el!,. eng1neer0: J gaclogl' St geo. ~- st ~:; co.-r:pe:e,...! ~ f' IC p•-,"":c en: ,., 11"- e fe .:::s pe-- t:r-ert to t' le r-ec;, 1 rec actn, i'::lft AU : e-.::ti~..;a! ·~- ts ~;)&.;!~ .. e,-, w, ..., at cori! air-, 11;-Jrto. plar- s that : resc- t.e 1i. e cond;:: t o' ,,.,.-~~ ga".: u-"tS and s~A-~$ o: t:-'i~ cor:· e:. · e.:. .. ~ica ec;n.::1..JS,crs a-::
re, c. or--,~!- on5, ccr1-.:.• n r:g Q,-;, ~ ng =1""1 ~~ t0?,: ~ ria-1 oa rrtj:'"' ar~ b,-:;, r i,;rceil~ d ·ec!. on o! aporoi:-:-• ate~ qua~ t•ed prr;;, tess01. a·.s e-.,-., • M, e.xpl- cJ:l'y ~- ar. c Eacl'" techn..:3 1repc~ 5,;J:,rt11'.~l!C b 1 the Dtsc .. a~ e- s ... a I ccri:; 1:-,-, • 5•at1i!=e"'1 ct i:;J"a tlCa!,:rs ci le resoonsJt.<' a 1,.::enseo p'o'"e.ss.::;,..~ 1s es _.. e., n tre pr~.fe~s.iQna' s S.i):iature a-1"\d,o taMO cf 1"!e seai .:.. d:l~ond'.: 1 1c- l'lie e:w- Mt Plat pe-:.- arat, or o' a required lec.'" lr.ca repcr . n ... c14.., ,,' 8kl a,..j1,-1t,h, t-e.J act, v, tet it-a:. t.e cor> tl . .taed i.:ru:le'f' the . Jirect st. pa'~ s-,on ': JI one OI'" rrore "> f thi! se p.,:, f~ali, Thfo Otscharg11r : li-t,fl:l' , io.: ca. ne ," Jeci: ;; iaa·.,, o,, " t . 1u·. 1 .,,- ate· suD£;. ty ,~ ac. cordance v.. tr S·ate Vv'ahv 8o. arj Resot-.. tlO!' ! 9-' e:
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f:t~S"''" e$ i.·'l.a?J ~ f~e-".I i:.c ass...."• tNI! rooo Cf . ftUl"" ace d·a- nage waters ao not e·OC, p °" Otr'•,::, l"l',"!iA flN"' d9f PO' tlCf' S of t•,e d:1d"..- ge f~?tlbeS i"' OOef" ilOle n,. e ' N-/ TP g""a'I e. ~ pervsec a .... ' 1 o.,e.r~ted t,)' oers; rs PQ$. seu. ng c1tt:. r,ea•.. or or OQ' OPf'" a!e g·.ade pJr~ i ... r• 1Y ""~.;';" 1ea:. C" 3~ t~ 2'~ ::: r,,• cQr" 3 Ttr.. Z3 of t~ti CaUc- n a Coje of R: eg .. Jat• 0" 5
T"'tf! D,su-, a--ge,.. s"'-11 a: an t, ..... es pc~ r:;· '°";i~·a·e and in~ ~ 1a.:" 1 al s1s.te-i-s a-nd a O: cctectic.-: :" ea":,,, r' an1 ,:: o""T"~-- ol ,. ra: ad or J.sad C:r th& D, sc" a~ ~ o e-·,- e , CorJC'~ J~ l" N 1" U\ S Board Oi-.. 1.-• ~ fope! co«at«. ci'.":( I !"!'" a. nt~ , r-~ es te, cl.:-..- e perfc, rma" C(. ~ Ja! e ptO(".. e: t.S ~ mro, 5 a" 1 g>; Jf" op-~,.: 11~ Q;.. ia:- t)' H5Uil" t'. e P' Ote4 ie$ Tl' lt ~~._.1Sicr. · e.:; .. · es~ ope aQ~ i"' ~· b.-~".,.;c or a--••. ary f-ac,. Jt: es. sr~ s ow, r.,essa') to acr·~, e ~-' l"!t<!: vce .-. 11--. .., ~ Ebar: I 0-0fJf' ~ 1 s_. r, etTl& .<- ger._.:; e Cf nerved s" la I t.e ~ wcted a'"ld m, a!," ta," 80 c:"'/ , 1 ' t'g. 1ar baa~ Reccr. n of , spect, o,, s rid , r,;. rtP. nill"' C8 v~ I be tt!' td ned a' ld n- ace avai- atle t:> tre Coioraco A:1"er SA, r \".rat- er Boa· a 'S Eic. e-.: .,., . Jff• cer c-r- r~_, es ·_
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CALlrORNIA REGIONAL WATER QUALITY CONTROL BOARD
COLORADO RI\IER BASIN REGION
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CITY 0~ ~ANNING, OVVNER
UUW/\lER ENVIR0 NMH,TA! SFFIVIUS ,NC 0f'IKAIOR
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CAllFORNIA REGIONAL WATER QUALITY CONTROL BOARD
COLORADO RIVER BASIN REGION
CITY OF BANNING, OWNER
SUEZ WATER ENVIRONMENTAL SERVICES, INC., OPERATOR
WASTEWATER TREATMENT PLANT
Bonning - Riversido County
ATTACHMENT C- MONITORING weu. LOCATIONS Board Order R7-2016-0015 1318
Preliminary Engineering Report @89[~~ \
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WEBB
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TABLE OF CONTENTS
1. INTRODUCTION ................................................................................................... 3
1.1. PROJECT APPROACH ................................................................................................. 3 2 . EXISTING FACIUTIES .......................................................................................... 4
2.1. DESCRIPTION OF EXISTING FAOLITIES ..................................................................... 4
2.1.1 . Detention Pond
2. 1.2. Primary Clarifiers ............................................................................................... 5
2.1.3. Primary Efflu ent Pump Station ............................................................................ 5
2.1. 4. Humus Recirculation Pump Station ...................................................................... S
3. PROPOSED FACILITIES AND MODIFICATIONS .................................................... 7
3.1. EQUALIZATION BASJN SIZING
3. 1.1 . DIURNAL EQUALIZATION BASIN SIZING .............................................................. 7
3.2. DIURNAL EQUALIZATION BASIN STRUCTURE.. ............................................................ 9
3.3 . DIURNAL EQUALIZATION BASIN OPERATION ............................................................ 10
3.3.1. Flow Control..., ..... , ......... ,, ............................................................................... 10
3.3.2. Equalization Basin Maintenance ......................................................................... 10
3.3 .3 . Odor Control ............ , ...... , ............................................................................... 12
3.4 . EQUALIZATION BASIN PUMP STATION ..................................................................... 12
3.5. WET WEATHER FLOW STORAGE BASIN .................................................................... 13
3.6. WET WEATHER FLOW STORAGE BASI N SIZING ......................................................... 14
3.7. WET WEATHER FLOW STORAGE BASI N STRUCTURE .................................................. 15
3.8 . WET WEATHER STORAGE BASIN OPERATION ........................................................... 16
3.8 .1. Flow Control. ................................................................................................... 16
3.8.2. Storage Basin Maintenance ............................................................................... 16
3.8.3. Odor Control .................................................................................................. , 17
3.9. SITE WORK AND YARD PIPING ................................................................................ 17
3.10. ELECTRICAL ................................................................................. , ......................... 17
3.10. 1. Proposed Electrical Design ................................................................................ 17
3.10.2. Controls and lnstrumentation ................................ , ........................................... 19
3. 10. 3. NFPA Classifications .. , ...................................................................................... 19
3. 11. SEQUENCE OF CONSTRUCTION ............................................................................... 19
3. 12 . VALUE ENGINEERING CONSIDERATI ONS .................................................................. 19 4 . OPINION OF COST ............................................................................................. 20 TABLES
Table 1.
Table 2.
Table 3.
Table 4 .
Table 5.
FIGURES
Existing Recirculation Pumps
Preliminary Equalization Pump Station Design Parameters ...................................... 13 Storage Basin Options Relative Costs .................................................................... 16 Project Opinion of Cost ....................................................................................... 20 Alternate Project Opinion of Cost ......................................................................... 21 Fi gure A . Existing Detention
Figure B. Existing Primary Effluent Pump Station ......................................................................... s Figure C. Recirculation Pump Station Schematic ......................................................................... 6 Figure 0 . City of Banning WWTP Historic Average and Unit Diurnal Flow Curve ............................. 8 Figure E. Flow vs Equalization Basin Storage Curve
Figure F. Duckbill and Flap gates ( Courtesy of Red Valve and Hydro· Gate ) .................................. 10 Figure G. Automatic n~ irlg Buckets ( Courtesy of Ovivo L ··_ .................................................11 WEBB/Aqua Englneenng Innovative Engineering Solutions
1319
TABLE OF CONTENTS
Figure H. Typ ical Washdown Monitor Hyd rant .......................................................................... 12 Figure I. Self- Pr iming Pump ( Courtesy of Gormann- Rupp) .......................................................... 13 Figure J. Wet Weather Flow Design Diurnal Curve .................................................................... 14 Figure K. Flow vs. Storage Curve for Combin ed Equalization and Wet Weather Storage Basin ....... 15 Figure L. Electrical Enclosure Options ( precast concrete or metal panels) .................................... 18
APPENDICES
APPENDIX A - PRELIMINARY DESIGN ( 60%) DRAWINGS
APPENDIX B - SAMPLE FLOW CHART
WEBB/ Aqua Engineering Innovative Engineering Solutions
1. INTRODUCTION
The City of Banning desires to construct equalization basins at the existing Wastewater Treatment Plant ( WWfP} to mitigate the daily and wet weather flow variations received at the plant. Specifically, the City would like to construct two distinct basins at the existing plant site. The first basin will be used to equalize the daily diurnal flows received by the plant. The second basin will primarily be utilized during large " wet weather flow" events to store the additional plant flow .
The key objective of this Preliminary Engineering Report ( PER) is to discuss the approach and identify principal design criteria associated with the City of Banning WWTP Equalization Basin construction project. Specifically, this report addresses and describes the following:
Conceptual project approach
Relevant existing facilities
Determ ination of required equalization volumes
Description and prel iminary layouts of proposed equalization basins , auxiliary fa cilities, and potential modifications to existing facility
Preliminary opin ion of cost.
1. 1. PROJECT APPROACH
The project approach assumes the proposed basins will rece ive plant influent flows following the primary treatment processes ( screening, grit remova l and primary clarification). This means the primary treatment processes will continue to experience diurnal and wet weather flow variations.
However, the maintenance and operation of the proposed equalization basins will be simplified. The main reason for this is that a sig nificant quantity of rags, grit, and larger debris will be removed from the influent flow prior to entering the equalization and storage basins. Thus, the equalization and storage basins will accumulate less debris, requiring less cleaning and ma intenance by operations staff.
Flow from the primary clarifiers will be gravity conveyed to the equalization basin, as illustrated in the prelim inary hydraulic profile and process flow schematic drawings included in Appendix A. Specifically, the existing primary effluent piping will be intercepted with a new 20- inch pipe ( PVC, C-900) which will convey the flow to the new diurnal equalization basin, as shown in attached drawings. Available record drawings indicate that a portion of an existing 18- inch bypass line could be used for this purpose. However, due to age and unknown condition of this pipe, this preliminary effort assumes that a new pipe will be constructed.
As noted previously, two basins are proposed to be constructed. The smaller diurnal equalization basin will attenuate variation of typical daily flows. During infreq uent wet weather flows, or other conditions where the capacity of the diurnal equalization basin is exceeded, liquid will overflow into the larger wet weather flow storage basin. Typically, the plant average day flow ( ADF) will be discharged from the equalization basin( s) to the downstream secondary treatment processes using an equalization basin pump station. The diurnal equalization basin will be sized to allow daily emptying at the pla nt desig n flows. Based on the operational preference, the wet weather storage basin may require several days to empty. Alternatively, increased discharge ( higher than ADF) from the equalization pump statio n may also be used to control the time required to empty this basin.
The flow from the diurnal equalization basin will be pumped directly to the existing 20- inch piping feeding the exiSting humus recirculat ion pump station. As a result, the existing primary effluent pump station will be abandoned.
WEBB/ Aqua Engineering Innovative Engineering Solutions 1320
2. EXISTING FACILITIES
2.1.DESCRIPTION OF EXISTING FACILffiES
Information presented below ha s been extracted from record drawings made available by the City, limited site visits conducted to date, and specific survey and geotechnical studies completed for this effort. Due to the age of record drawings and potential for changed field cond itions it is anticipated that additional site visits will be required to verify existing cond it ions and furthe r develop the design.
The current wastewater treatment plant was designed to treat an average day flow of 3.6 million gallons per day ( MGD) and a peak flow of 7.2 MGD ( MWH Plan Set 1999). The existing VVWTP is a trickl ing fi lter plant with the fo llowi ng princi pal process/ treatment co mponents :
Headworks ( screen ing and grit removal )
Primary Clarification
Primary Effluent Pump Stati on
Trickling Filters
Humus Recirculation Pump Station
Secondary Clarifiers
Chlorine Dis in fect ion
Solids Handling Facilities
Auxiliary fa cilities such as MCC build ings , c hemical storage areas. detention pond{ s), sludge dry ing beds , and othe rs
A brief description of perti nent existing facil ities is provided in the following pa ragraph s. These facili ties are also identified in the fa cility site and yard piping drawings included in Append ix A.
2.1.1. Detention Pond
This earthen pe nd, constructed in 1999· 2000, is principa lly used to accept storm water collected on site. Multiple pipes deliver storm water to the ba sin cu rr ently. The area currently occupied by tnis pend has been identified as the site of the proposed equalization basins.
Figure A., Existing Detention Pond
WEBB/ Aqua Engineering 4 Innovative Engineering Solutions City of Banning WWTP E9ualization Basin Preliminary Engineering Report - Existing Facilities
2.1.2. Primary Clarifiers
Two concrete circular primary clarifiers are operated in the pla nt. Primary effluent from each clarifier is currently conveyed to the primary effluent pump station via 18- inch piping . In addition, original plans ind icate that primary clarifier effluent boxes also allow for discharge of the primary effluent d irectly into an 18· inch bypass line. However, based on site visit observations, the cu rren t condition of t!1e primary clarifier effluent boxes is such that will requ ire modifications to ensure continued operability.
2.1.3. Primary Effluent Pump Station
The main function of this pump station is to deliver primary effluent to the recirculation pump station and ultimately trickling filters for additional treatment. Th is pump station currently receives primary effluent from the primary clarifiers and a 4 inch drain line from the trickling filter recirculation pump station. The pump station shows significant signs of age and its continued use wou ld require substantial improvements .
Figure B. Existing Primary Effluent Pump Station
2.1.4. Humus Recirculation Pump Station
The existing Humus Recirculation Pump Station delivers a combined flow of prima ry effluent and humus return flows to trickling fil ters. Review of available record drawings show tne current pump station consistin g of a wet well with submersible pumps and a pump gallery with valves and piping combining t he return and primary effluent flows. Figure C below shows a pump station schematic.
In additio n, capacity of existing pumps is shown in Table 1.
Table 1. Existing Recirculation Pumps
Flow Head HP
Pump ( gpm) ( feet)
Pump # 1 (P- 7) 1,800 N/A 15. 0
Pump # 2 (P·8) 1,800 N/A 15. 0
WEBB/Aqua Engineering Innovative Engineering Solutions
1321
City of Banning WWTP E<11Ja lization Basin
V r _.M ,,,.,.U~
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Figure C. Recirculation Pump Station Schematic
Preliminary Engineering Report - Existing Fac ilities
This effort did not include an evaluation of the cond ition of the recirculation pump stati on . It is assumed that the current piping and recirculation pumps are adequate to accommodate the plant design flows.
WEBB/Aqua En gineering Innovative Eng ineering Solutions
3. PROPOSED FACILITIES AND MODIFICATIONS
The main objective of this project is to design and construct flow equalization facilities which will provide daily flow equalization and emergency storage for larger " wet flow" events sporadically experienced by the plant and typ ically associated with larger storm events and inflow and infiltration I) in the collection system. The City has identified a suitable location on the existing plant site currently occupied by a storm water detention pond as the desired location of the future equalization facilities ( See drawing 01C201 in Appendix A).
Following pa ragraphs describe the approach to sizing the two basins and establish the minimum volume and principal design criteria requi red for both applications.
3.1.EQUAUZATION BASIN SIZING
Equalization basin sizing for wastewater treatment plants is ideally based on measured plant influent flow data. Historic flow data provi ded by the City and used in this analysis is summarized below:
Daily flow data for years 2011 through 2016 - Th is data was generally used to identify general flow patterns and identify impacts of rainfall events to daily inflow into the plant Hourly flow data ( Flowcharts - see example in Appendix B) for years 2010 through 2013 • o (' some daily records missing)
o Spreadsheets with hourly flow data corresponding to significant wet weather flow even ts outs ide the 2010 to 2013 time period
Th is data was used to develop the diurnal curves as described in subsequent paragraphs .
Miscellaneous flow and ra infall ( precipitation depth) data associated with wet weather events.
3.1.1. DIURNAL EQUAUZATION BASIN SIZING
Typical approach to sizing equalization basins involves a development of a diurnal curve. In general, diurnal curves are somewhat specific to a given collection system or treatment fa cility, although some variation based on seasons and specific events is usually observed . To develop a diurnal curve for this facility a representative sample of available hourly fl ow data was generated and processed. As a result, and as shown in Figure D, a representative '' typical" diurnal curve ( in red) was developed. For illustration purposes, a sample of diurnal curves used to develop the typical curve are also shown in gray.
Once the typical diurnal curve was defined, it was normalized based on the annual average plant flows to obtain a unit diurnal curve, which is a curve based on an average flow of 1 MGD. A unit diurnal curve allows us to apply the plant design flow ra te ( or any flow rate for that matter) for subsequent use in sizing of equalization facil ities.
WEBB/ Aqua Engineering Innovative Enginee ring Solutions 1322
City of Banning WWTP Equalization Basin Preliminary Engineering Report - Proposed Facilities City of Banning Average and Unit Diurnal Flow Curve
3.5 2.5
1c;
0.5 1 6
I 4
l 2 Diurnal
C.iri;e
08 Aver:: 1ge
0 6 Diurnal
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o:"'"' , i "~\& .& ""<§!"'&"<>"' .,""',,, f--.,,;;°'\-.;&,,.,,&-.; f,.,<S> ,,, f 0f.;< P 16<S'~&.,< P°'<P,,;;f~--.<P Figure D. City of Banning WWTP Historic Average and Unit Diurnal Flow Curve With the unit diurnal curve established, the plant desig n flow of 3.6 MGD ( ADF) was applied and a design diurnal curve was developed for actual sizing of the diurnal equalization basin. The sizing of the basin assumes that while the infl ow into the equalization basin is represented by the diurnal curve fl ows, the equalization basin outfl ow is equa l to the average plant design flow of 3.6 MGD. In other words, while the incoming flo w varies significantly based on t he time of the day, the outflow is constant equalized) throughout the 24- hour period. An important aspect of equalization basin operatio n is the ability to empty the equalization basin daily and this is also a factor that impacts the sizing of the equalization basin.
Based on the design diurnal curve, ou tflow rate of 3.6 MGD, and the requirement to empty the equalization basin da ily, a minimum equalizatio n basin volume of 550, 000 gallons is established.
However, standard industry practice recommends a 10% to 20% vo lu me contingency to account for unforeseen changes in diurna l flows. In this case, it is suggested to increase this vo lume by 10% to 600, 000 ga llons due to the additional overflow vo lume that wil l be available in the wet weather flow storage basin.
Figure E ill ustrates the diurnal influent flows, ADF, and storage volum e during a 72- hour period operation of the proposed equalization basin. The red line represents the plant influent flow. The green line rep rese nts the effluent flow from the diurnal equa lization basin and the blue line represents the volume of storage at a given time.
WEBB/ Aqua Engineering Innovative Engineering Solutions City of Banning WWTP Equalization Basin Preliminary Engineering Report - Proposed Facilities Day 1
Inflow vs. Outflow vs. St ored Volume Chart
600. 000 --------.. 600
soo.ooo
400. 000
300. 000
200. 000
100. 000
g
8 gl l g·· a a 8 s g
g 888888
I • ~ ~ M ~ ~ ~
Figure E. Flow vs Equalization Basin Storage Curve
3.2.DIURNAL EQUAUZATION BASIN STRUCTURE
0. Q.. ~ 0. < C
0 -:::> 0 0 0 0 0
0 0 0 0 0 0 0
g g 8 8 8 8 g
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2 00
I 00
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OL. tllow,
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The diurnal equa lization basin will be a cast- in place concrete struct ure. The main reason for th is is to minimize footprin t and enh ance ma intenance and operabi lity. Preliminary design parameters for the d iurnal equalizatio n basin structure are listed below:
Minimum volume of 600 , 000 ga llons is required .
Operatio nal liquid depth : Based on the overall plant hydraulics and desire to min imize earthwork excavation and backfi ll ) during construction, a maximum liqu id depth of 18 feet is proposed for the diurnal eq ual ization basin . As a result, a min imum area of 4,500 square feet ( sf) is required .
Preliminary Diurnal Bas in Configuration:
Shape - Re ctangu lar - with Two Sub- Basins
Maximum liquid dep th = 18 feet
Wall height = 20 feet ( 2-foot min. free board)
Nom inal length = 100 feel
Nom inal width = 45 feet
Preliminary wall width = 30 inches
Pre limi nary slab thickness = 30 inches
Typical min. floor slope = 0. 5%
Additional stru ctura l requiremen ts :
Low flow channe l sloped at 1 % min.
Pump Intake Sump
A cursory review of an alternative circu lar- sha ped eq ualization basin was completed as part of this effort. Based on the prelim inary structural ana lysis and required volume, an estimated 150 cubic ya rds ( CY) difference in concrete quantity requ ired is approximated. Wh ile this difference in material quantity is significant , the la bor requirements associated with circular ta nks construction are typically hig her thus minimizing pot entia l cost savings. As a result, th is potential option was not considered WEBB/ Aqua Engineering Innovative Engineering Solutions 1323
City of Banning WWTP Equalization Basin Preliminary Engineering Report - Pro~~ f~~ili~ i~ further.
3.3.DIURNAL EQUALIZATION BASIN OPERATION
3.3.1. Flow Control
The equalization basin will work in concert with the equalization basin pump station. Simple and robust operation is desired for equalization basin due to the nature of liquid hand led and their continuous use. Drawings attached in Appendix A provide a prel iminary basin layout and identify some of the proposed flow control features described below:
The primary effluent will be conveyed from the primary clarifier directly into the equa lization pump station. Continuous plant influent flow metering w ill be provided, and a 15- day average plant influent flow rate will be used to determine the ADF for the period. This norma li zed flow rate which will control the operation of the equalization basin pumps. In some circumstances ( based on liquid levels in the equa li zation basin) the pumps will have the abi lity to pump lower or higher rates.
The equalization basin pump station will be hydraulically connected to the diurnal equalization basin.
As a resu lt, any influent flow that exceeds the established ADF will be stored in the diurnal equalizatiOn basin. Once the influent flow rate is less than the ADF, the equalization basin will start to empty.
In the scenario when the plant is experiencing wet weather flows and the diurnal equalization basin cannot provide the required attenuation and storage, an overflow will be provided that wi ll convey liqu id from the diurnal equalization basin into the wet weather storage basin. The overflow w ill be set at an elevation that is a few inches higher than the maximum operationa l liq uid elevation for the diurnal equaliza tion basin. This config urati on ensures that the two ba sins are not hydra ulically connected and that the wet weather storage basin only receives flows when the diurnal equalization basin is out of capacity.
The mechanism to empty the wet weather storage basin will consist of a sing le or multiple pipe intake( s) at a low spot constructed in the basin and a pipe( s) which will discharge back into the diurnal equalization basin. Flap gates or duckb ill check valves ( see Figure F below) wil l be in stalled at the end of the pipe ( inside of the di urnal equalization basin). This configuration will simp lify the flow controls ( no operator input required ) and ensure that the liqu id in the diurnal equalization basin is removed prior to removal of liquid from the wet weather storag e basin .
Figure F. Duckbill and Flap gates (Courtesy of Red Valve and Hydro-Gate)
3.3.2. Equalization Basin Maintenance
Maintenance of equalization basins is importa nt. If proper maintenance is not performed odor and nuisance solids may be present. Design of the equa lization basin and auxiliary fac ilities, and a number of passive and active features may greatly improve the operability and minimize ma intenance WEBB/ Aqua Engineering 10 Innovative Eng ineering Solutions City of Banning WWTP Eq~ alization ! 3,asin Preliminary Engineering Report - pr_ oposed Facilities requirements. For this project, several features may be imp lemented:
P. issive measures:
o Primary effluent flow will be directed into the pump station wet well ( sump) - th is will minimize the utilization of the equalization basing during low flows. In other word s, if the influent flow is equa l or less than the ADF , the main equalization basin volume will not be util ized.
o Use of sloped floor and low flow channe ls - this will ensure a level of self- cleaning as the level in the equalization basin is lowered.
o Corros ion resista nt Fiberglass Reinforced Plastic ( FRP) access ladders will be provided allowing for easier access into the basin.
o Protective coatings and non- corrosive materia ls of construction- ensure longevity and easier cleaning of concrete surfaces.
Active measures:
o Automatic tipping buckets / Refe r to Figure G) - prov ide an autom ated cleaning system based on relatively simple operational strategy. Once the equalization bas in is empty or very close to empty solenoid valves located at utility water feed lines to each tipping bucket are opened and start filling the buckets. Once th e liqu id leve l in the buckets reaches a certain stage, buckets are ·· upped" and the entire volume is discharged onto the sloped basin fl oo r. The quantity and energy of the discharged liquid washes off the basin floor and portion of walls. The principal advantage of this system is that it does not requ ire operator input.
However, some disadvantages of the system a re noted below :
Relatively high capital cost
Specific structural requirements
Require electrical and controls
Rel ative ly high utility water demand .
Figure G. Automatic Tipping Buckets (Courtesy of OVlvo) o Wash- down Monitor Hydrants are relatively s imple systems typically consisting of WEBB/ Aqua Engineer ing 11 Innovative Engineering Solutions 1324
City of Bannin9. WWTP Equalization Basin_ Preliminary Engineering Report - Proposed Facilities a 2 to 4- inch hydrant with a spray nozzle. The spray nozzle usually can travel 360 degrees horizontally and 90 degree s vertically allowing fo r wide coverage.
Figure H. Typical Washdown Monitor Hydrant
Main advantage of th is system is simplicity and relat ively low capital cost. However, manual ope ra tion associated with this system increases the long- term operational costs.
Ability to implement any of the active measures is contingent on availability of util ity water on site which will be further investigated during detailed design . Review of the available reco rd drawings suggest that the utility water system at the pla nt has a capacity to deliver 300 gpm at a pressure of 185 feet. Add itio nal review of the current utility water demand at the plant is requi red to establish if the current system capacity is sufficient for implementation of all or any of the active measures proposed .
3.3.3. Odor Control
No dedicated odor control is proposed for the initial construction project The structural design of the equalization basin will assume and include provisions for a future aluminum cover and active odor control system.
3.4.EQUALIZATION BASIN PUMP STATION
Main purpose of the equ alization ba sin pump station is to provide a consistent flow to secondary treatment processes ( recirculation pump station and trickling filters ). As previously noted , the pumped flow wi ll be equivalent to an average day plant influent flow normalized th rough a 15..< Jay period. To provide operational flexibility and account for potential scenarios when the equalization basins are offli ne the pump station will also have a capacity to pump peak design flows.
The proposed equalization basin pump station wil l consist of three self- pr imi ng pumps ( see Figu re I ).
The pump station wet well ( sump) wil l be incorporated into the main diurnal equalization basin structu re. The pumps and majority of suction and discharge pip ing will be constructed on a concrete pad adjacent to the diurnal eq ualization basin structure. It is recommended to provide a small metal awn ing righ t above the pum ps for weather protection.
WEBB/Aqua En gineering 12 Innovati\1e Engineering SoJutions City of Bann ing WWTP Equalization Basin Prelim inary_ ~gineering R~eort - Proposed Facilities I I
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Figure I. Self-Priming Pump ( Courtesy of Gormann· Rupp) Assuming the pumps will connect into the existing primary effluent pump station discharge piping ( See attached draw ings in Appendix A for approximate location), a tota l dynamic head ( TDH) of 50 feet is estimated. Table 2 shows the basic design criteria for the equal ization basin pumps:
Table 2 . Preliminary Equalization Pump Station Design Parameters Design oarameter:
No. of Pumps 3 ( 2 Duty + 1 Standby)
Flow capacity 2,600 gpm ( each)
Estimated TDH 50 feet
Suction Lift 20 feet ( +/·)
Drive Size SO HP ( VFD)
Solids handling capacity 3-inch dia meter solids
Main pump discharge header will have a magmeter installed allowing for flow measurement and control of pumps.
Submersib le pumps may be installed as an alternative to utilizing self- p rim ing pumps in this application. Budgetary costs received for both types of pumps suggest that the capital cost difference is within 10% and cannot be considered significant at this stage of design. However, unless there is a strong preference, or if the detailed design favors or requires the use of submersible pumps, self· priming pumps are recommended for this application. The main reason for this is that the self- priming pumps are a "dry" insta llation and allow for east visual inspection and relatively easier maintenance.
3.5. WET WEATHER FLOW STORAGE BASIN
A secondary, wet weather flow storage basin ( storage basin) will be constructed adj acent to the diurna l equalization basin structure. The main purpose of this storage basin is to provide an overflow storage ( from diurnal equalization basin ) for wet weather flows.
WEBB/Aqua Eng ineering 13 Innovative Engineering Solutions 1325
City of Banning W'vVTP Equalizat_ion Basin P~ell~Jnary Engineering Report - Proposed Facilities
3.6. WET WEATHER FLOW STORAGE BASIN SIZING
In general, process of estimating the size of the wet weather storage basin included the following steps:
12 10
Identification of wet weather days from available rainfall data Correlation of "rain days' with available hourly flow data ( for period of 2010 through 2013 and additional wet weather day hourly flow data provided) Development of indiv idual diurnal curves for wet weather days.
Comparison of wet weather days to design diurnal curve
Development of the design wet weather flow curve ( see Figure J below) - increased by 20 % ( to account for variabi lity in wet weather flow distribution).
Wet Weathe r Flow Design Diurnal Curve
I
I ' , ' , -----
2 2 2 2 2 2 2 2 2 ~ ~ < ~ < < < < <
8 8 8 8 8 8 8 8 8
8 8 8 8 8 8 8 8 8
N M ~ ~ ~ ~ ~ ~
Sanole
Wet
lea tr-ie~
Flow Data,
WGD
Des, g.,
Dturnal
C.. ine
WGD
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WGD
Figure J. Wet Weather Flow Design Diurnal Curve
Once the design wet weather curve was established, it was " routed" through both the diurnal and wet weather flow basins. It is noted that a maximum 72- hour period was assumed to drain the storm drain basin. As a result, the routing was completed based on the assumptions that the wet weather flows ( equivalent to design curve} have a 24- hour duration and that the equalization pump station will discharge at a slightly inc reased rate of 4.0 MGD ( +/_} to secondary treatment processes during this time. As a result, a total equalization volume of 1.8 Million Gallons ( MG) was determi ned as the minimum requ ired volume for the wet weather storage flow basin. Figure K below illustrates the routing of wet weather flows through the storage basin and time requ ired to empty the basin.
WEBB/ Aqua Engineering 14 Innovative Engineering Solutions f:i~ ~f Banning W'WTP Equalization Ba_~i~ Preliminary Engineering Report - Proposed Facilities 450. 000
400. 000
350, 000
300, 000
2'- 0,000
150. 000
Inflow vs. Outflow vs. Storage Curve
Wet Wl!ather Flows Typtcal Diurnal flows
2 2 2 2 2 2 2 2
g g g 8 8 8 g g g 8 8 8 g 5 g 8 8 8 g g 8 8 8
8 g 8 g 8 8 g g g g g g g g g g g 8 g g g 8 8
1. 600. 000
1.400, 000
1, 200, 000
1,000, 000
800, 000 -- Plantlnflow
gallons)
600, 000
400. 000
200, 000
sasmOutflow
gallons)
Ba>in Storage
gallons)
Figure K. Flow vs. Storage Curve for Combined Equalization and Wet Weather Storage Basin
3.7. WET WEATHER FLOW STORAGE BASIN STRUCTURE
Due to the frequency of wet weather events, it is anticipated that the wet weather storage basin will not be used da ily. Therefore, the approach to designing this structure is slightly different compared to the diurnal equalization basin. Several options were evaluated:
Option!: Concrete tank - This option assumes that the entire wet weather storage basin structure is a cast- in- place concrete structure. Preliminary, the stn; cture wou ld have the following dimensions:
o Nominal Length = 100 feet
o Nominal Width= 130 feet
o Liqu id Depth = 18 feet
o Wall Height = 20 feet
This option offers following advantages:
Smaller footprint - higher liquid depth possible
Potential for shared wall construction wrth diurnal equalization basin Easier maintenance .
The main disadvantage of th is option is the relatively high capital cost ( Refer to Table 3 below).
Option 2: Lined basin ( 60 mil HDPE) with concrete floor - With this option, a 60 mil HDPE liner would be installed on the sides of the storage basin and a concrete cast- in place floor would be constructed.
Follow ing footprint is estimated for this option:
Bottom Nominal Length = 70 feet
Bottom Nominal Width= 180 feet
Side Slopes= 2.5H: 1V
Liquid Depth = 11 feet
Minimum Freeboard = 3 feet
WEBB/Aqua Engineering 15 Innovative Engineering Solutions 1326
C:ity of Banning WI/I/Jf'_ Equalization Basin Preliminary Engineering Report - Proposed Facilities Concrete floor thickness = 6 inches
The main advantages and disadvantages associated with this option are listed below:
Advantages:
o Lower capital cost relative to Option 1
o Easier maintenance
Disadvantages:
o Larger footprint
o Higher capital cost associated with concrete floor construction o High temperature and UV exposure impacts on liner - may require use of high temperature liner.
Option 3: Lined basin ( 60 mil HDPI;) - Similar to Option 2 with the main difference being the use of a 60-mll HDPE liner for the basin floor. This option would have the same footprint and geometry as Option 2. While this option does not include a concrete basin floor, at a minimum a concrete sump for collection of return flows will be constructed. A summary of advantages and disadvantages associated with this option is provided below:
Advantages:
o Least expensive capital cost option
Disadvantages:
o Larger footprint
o Maintenance of the lined floor may be more difficult compared to concrete floor o High temperature and UV exposure impacts on liner - may require use of high temperature liner.
Table 3. Storage Basin Options Relative Costs
Option Relative Constniction Cost
Concrete arid/ or Liner Cost only)
Option 1 $ 1. 8 Minion
Option 2 $ 300, 000
Option 3 $ 180, 000
Given the relatively infrequent use of the wet weather storage basin and the high cost of Option 1 it is recommended that the detailed design proceeds with Option # 3. Layout of the storage basin is shown in the attached drawings in Appendix A.
3, 8, WET WEATHER STORAGE BASIN OPERATION
3.8.1. Flow Control
The storage basin is expected to receive flows only in case when the Hows into the plant exceed the capacity of the equalization basin. Overflow piping from the equalization basin will convey these additional flows directiy into the storage basin. As previously noted, the return piping to equalization basin will be equipped with a flap gate that will prevent the return of flows ( emptying of the storage basin) until the liquid level in the equalization basin is afew inches lower than the level in the storage basin. Ultimately, the entire operation is controlled by the equalization pumps and no operator input is required during this process.
3.8.2, Storage Basin Maintenance
Due to the size of the storage basin, when it comes to maintenance, the emphasis will be to design the basins with additional considerations to enhance the maintenance which may indude:
WEBB/Aqua Engineering 16 Innovative Engineering Solutions Oty of Banning WWTP Equalization Basin Preliminary Engineering Report - Proposed FacRiti_es Larger sloped concrete area to direct return flows and enhance maintenance.
Concrete ramp allowing for access to the basin floor
Large opening bar screen at the return flow sump to prevent any large debris entering return piping
In addition, yard hydrants will be installed in the vicinity of the return flow sump to facilitate periodic washdown and deaning.
3.8.3. Odor Control
No dedicated odor control is proposed for the initial construction project. nmely evacuation of liquid from the storage basin along with prompt cleaning after use will need to be implement. eel to minimize the potential to generate odors.
3.9. SITE WORK AND YARD PIPING
Site work will be limited to construction of proposed basins and installation of required process piping.
In general, the location and shape of the existing detention pond along with the proposed design will minimize excavation and backfill requirements. Based on the information presented in the Geotechnical report, the in-situ soils are suitable for use in construction of the proposed structures.
Consequently, minimum quantities of import fill material will be required. Paved areas disturbed by excavation and other construction activities will be replaced in kind. Specifically, paved areas disturbed by excavation required to Install yard piping will be replaced. Gravel (road base) will be placed around the new equalization basin pump station diurnal equalization basin structure.
The proposed project will require installation of relatively large diameter process piping ( 18 to 2'1-inch diameter). The Geotechnical report indicates a severe potential for metal loss due to soil resistivity characteristics. As a result, the design will incorporate plastic piping ( PVC, C-900) with coated and polyethylene wrapped ductile iron fittings.
3.10. ELECTRICAL
3.10.1. Proposed Electrical Design
As described in preceding sections, this project will incorporate an equalization and wet weather storage basins and three 50 HP VFD controlled equalization basin pumps to attenuate flow variations into the plant's secondary treatment processes. Two of the pumps will be used as duty pumps and one will remain on standby.
Following the review of available record drawings, potential existing system deficiencies are identified and listed below:
The motor control center ( MCC) 3M located in the existing Boiler/MCC building has spare breakers that could potentially feed the equalization basin pumps VFOs. There are concerns however, that the MCC would be overloaded with additional loads generated by two duty S0HP pumps.
The MCC utilizes a standby 200KW generator with a 350A breaker. The breaker size is nearly half of the trip rating of the MCC which is concerning if much of the existing plant equipment is needed during a power outage. It is required to evaluate the current MCC loads and verify size of the existing or recommend a new generator size.
There are also some concerns regarding availability of physical space needed for three (3) S0HP VFDs. A site visit is required to verify availability of space in this location.
Considering the overall design approach and potential deficiencies of the existing system, three WEBS/Aqua Engineering 17 Innovative Engineering Solutions 1327
City o~ Banning WWTP Equalization Basin Preliminary Engineering Report - Proposed Facilities preliminary electrical design options are identified . Each option offers its own advantages and disadvantages as described in section below. To properly evaluate these options, additional site visit( s) wi ll be completed to evaluate and confinm the condition of the existing electrical system.
QQli.Qn..l - Provide a power feed from existing MCC 3M located in the MCC/ Boiler building to pump VFD ' s insta lled in a metal or pre- cast electrical enclosure ( Refer to Figure L) adjacent to the equalization pumps. The small electrical enclosure will be air cond itioned to maintain satisfactory conditions for VFD operation. The VFD' s would be fed from a single 300A breaker located in the MCC 3M. Ideally, existing electrica l pullboxes located in the yard will be used to route the required conduits.
The main advantage of this option is that a single feeder from the MCC would reduce cost and mitigate problems of voltage drop associated with VFDs being located rem otely from the pumps.
Figure L. Elecbical Enclosure Options (precast concrete or metal panels) QQ!iQn.2 - This option assumes that the new pump VFDs will be installed in or nea r MCC 3M and fed from the motor control center spare breakers. The main advantage of this option is that it would not req uire the construction of a new electrica l enclosure near the equalization basin pumps. However, add itional investigation is required to detenmine if suffic ient space is available for the installation of VFDs. Furthermore, due to distance to pumps ( more tha n 400 feet ), frequency irregularities and voltage drops would require use of la rg er and more expensive cables that would offset some of the cost associated with the electri cal enclosure.
Qru!Qn..1 - This option is sim ilar to option 1 as it requires VFD' s to be installed in a pre- cast electrical enclosure adjace nt to the EQ Pumps. This option is presented with the assumpt ion that there is insufficient electrical or physical space in MCC 3M for the new equipment. An existing and ava ilable brea ker space in SWBD· MS wou ld feed MCC· EQ from a 400A breaker. This would reduce the e lectrica l load and harmon ics on MCC • 3M generated by the VFDs. Existi ng pullboxes and conduits in between SWBD- MS and the EQ electrical room would be utilized to route power. Further investigation of routing and conduit availability may be requ ired with this option.
Regardless of the option selected, the existing stand by generator will need to be evaluated.
Preliminary analysis indicates that a new, larger generator ( 300 KW) may be required for options 1 and 2. With option 3, a new ( lSOKW) generator and ATS will likely need to be installed near the equalization basin Electrical room.
All three options are feasible however, option 3 appears to be the most economical, efficient and robu st. Therefore, the current eng ineering design is based on option .
WEBB/ Aqua Engineering 18 Innovative Engineering Solutions City of Banning WWTP Equalization Basin preliminary Engineering ~~!?Ort - Proposed Facilities
3.10.2. Controls and Instrumentation
PLC locations and hardware manufacturers are unknown at th is time and will need to incorporate the proposed VFD 1/0 and controls for tipping buckets if utilized. VFDs will need discrete and analog inputs and outputs which may require new hardware to be installed if existing 1/0 ca rds are at or near capacity. Control condu its will run alongside power conduits from the existing PLC to the equalization pump station. Instrumentation, such as level and flow indicators will be used in the equalization basins and pump station and incorporated into the SCADA system to monitor and control performance and operation.
3.10.3. NFPA Classifications
Equalization basins storing raw or partially treated wastewater fall into one of the following categories :
Open to Atmosphere ( design condition):
o Class 1, Division 2 ( with in a 10- foot envelope )
Endosed ( potential future condition ) -
o No ventilation or less than 12 air exchanges per hour ( ACH ) - Class 1, Division 1 o Continuously ventilated at 12 ACH - Class 1, Division 2
3.11. SEQUENCE OF CONSTRUCTION
Majority of new facilities may be constructed with no or very little interruptions to existi ng pla nt operations. The basins, pump station, and the electrical enclosure may be constnucted without disruptions to plant operations. Construction of yard piping and connections to existing process piping may requ ire bypass pumping and relatively short disruptions. Electrical system modifications and potential standby generator change will requ ire short duratiOn disruptions. Alternative standby power sources will be provided during these activities to ensure continued operation of existing plant.
3.12 . VALUE ENGINEERING CONSIDERATIONS
Based on the input form the City staff and engineering evaluation of potential cost reduction measures an alternative project scope approach as outlined below may be implemented.
Construct one ha lf of the diurnal equalization basin - one half ( 300, 000 gallons of storage volume) of the concrete diu rnal equalization basin would be constructed. While this volume is borderline adequate at current plant flows, any potentia l excess liquid would be transfe rred to the wet weather storage basin . Alternatively , the excess flows could be hand led by increasing the flow ra te of the equalization basin pumps.
Remove active deaning system ( tipping buckets) - Tipping buckets would be replaced with monitor washdown hydrants. This approach will resu lt in relatively significant capital cost savings.
Remove concrete coating - Wh ile not ideal installation of protective coatings may be omitted or postponed until the construction of the sea> nd half of the diurnal equalization basin.
The cumulative effect on the project capital cost of these scope mod ifications is illustrated in Table 5.
It is noted that not all items listed above need to be removed from the scope. Each item listed above may be removed individually from the scope to decrease the capital cost if needed.
WEBB/ Aqua Engineering 19 Innovative Eng ineering Solutions 1328
City of Banning WWTP Equalizat ion Basin_ Preliminary Engineering Report - Proposed Facilities
4. OPINION OF COST
Table 4 below presents the opin ion of cost for the project as described in this report and out lined in the attached dra wings. Tab le 5 illustrates th e potential cost saving s associated with the red uced project scope . As appropriate for this level of design development a 15% contingency is used.
Table 4 . Project Opinion of Cost
Ba nning WWTP - Eaual izatlon Basin Pro lect
Qr, lnion o f Co. st / Base Bi d\
ITE M DESCRIPTION Quantity Unit I Unit Cost COST
1, 0 General Conditions , Overhead / Profit. Markup 15% percent I S 3, 346, 200 S 502, 000
2. 0 Ci-.. il
2. 1 Si te Demol ition 1 LS $ 10, 000 $ 10, 000
2. 2 General Site Grading 1 LS $ 10, 000 s 10, 000
2. 3 Si te Pa\ 4ng • Aspha lt 3, 000 SF $ 8 $ 24. 000
2.4 Site Pa-.. ing - Gra\ el 7, 500 SF $ 6 $ 45. 000
2. 5 Mis c . h, pro1.ements ( PC B fk10m Bo'(. New and & istrlg so ~t>dlfica':)Ons 1 LS s 4". S00 s 44, 500 2 .5 Y ard Piping ( rlc l. va...,es and sland ~/ hv drants) 1 LS s 254 , 000 S 254 , 000
3. 0 Diurnal Equalizatio n Basin
3. 1 Exc avati on 3, 600 CY $ 8 s 28, 800
3. 2 Backfill 1,600 CY $ 14 s 22. 400
3. 3 Conc rete 1,350 CY $ 1. 100 $ 1,485, 000
3.4 Proc es s Pipi ng and Gate s 1 LS $ 54, 450 $ 54, 500
3. 5 Tippi ng Buckets 4 EA s 27. 000 $ 108, 000
3. 6 Protectiw Coat ings 7, 900 SF s 20 S 158, 0 00
3. 7 Mechanical Installation 1 LS s S0, 000 s 50, 000
4. 0 Wet Weather Storage Basin
4. 1 Exc a\Gtiw 2, 600 CY $ 8 $ 20. 800
4. 2 Ba ckfill 4, 000 CY $ 14 s 56, 000
4. 3 Liner 40, 200 SF $ 1.90 $ 76, 400
4. 4 Misc . Concrete Struc tu re s 1 LS $ 2 2. SOO $ 22, 500
4. 5 Mis c . Metals 1 LS $ 6, 500 $ 6, 500
5. 0 Equalization Basin Pump Station
5. 1 Concret e 23 CY s 1,000 $ 23, 000
5. 2 Metal Awn ng 425 SF $ 110 s 46, 600
5. 3 Pumps 1 LS $ 101 . SOO $ 101, 500
5. 4 Process pi ping a nd va~ s 1 LS $ 86. 310 s 86, 300
5. 5 Mec hanic al Installati on 1 LS $ 45. 000 $ 45, 0 00
6. 0 Electrical Building
6. 1 Ex cava ti on 11 CY $ 8 s 100
6. 2 Ba ckfill 6 CY s 14 s 100
6. 3 Conc rete 8 CY $ 1. 000 s i ,500
6.4 Pre-- Eng ineered Metal Buildi ng 150 SF s 200 $ 30, 000
6. 5 HVAC 1 LS s 4, 500 s 4, 500
7. 0 ElectricaUf& C
7. 1 El ectrical Gear a nd Ins ta llation ~ nc l. new stan dby generat or) 1ILS IS 525. ooo I s 525, 000 Project Subtotal! $ 3,8411, 20 0
Contingen cy { 15%) S 5n, 200
Con stru ctio n Cost Tota l S 4, 4 25, 400
WEBB/ Aqua En gin eering 20 Innovative Engineering Solutions City of Banninjl_ WWTP Eq ua lization Basi_11 Prel iminary Engine< aring Report - Proposed Facilities Table 5. Alternate Project Opinion of Cost
Banning WW T P - Equalization Basin Project
Opinio n of Cost ( BID Alternate)
ITEM DESCRIPTION Quant ity Unit Un it Cost COST
1. 0 General Conditions, 0,, erhead / Profit , Markup 15% Jpercent I s 2, 365, 000 I S 354, 800
2. 0 Ci\otl
2.1 Si te Demolition 1 LS s 10, 000 s 10, 000
2. 2 Ge neral Site Grading 1 LS s 10, 000 s 10, 000
2. 3 Sit e Pa\ Ang - Asphalt 3, 000 SF $ 8 s 24 , 000
2. 4 Sit e Pa\ Ang - Gra~ l 10, 000 SF $ 6 s 60, 000
2. 5 Misc lmpro~ ments ( PC Em..1ent Box hfllent Row Meas urement) 1 LS $ 44, 500 s 44 , 500
2. 5 Yard Pipi ng 1 LS $ 249, 300 S 249, 300
3. 0 Diurnal Equa lization Basin
3.1 E xcavation 2100 CY s 8 s 16, 800
3. 2 Backi ll 950 CY $ 14 s 13, 300
3. 3 Co ncre te 750 CY s 1, 100 $ 825, 000
3. 4 Process Piping and Gates 1 LS $ 49, 600 s 49, 600
3. 5 Washdown Monito r Hydrant!. 2 EA s 5, 500 s 11 , 000
3.6 Mechanical Installation 1 LS s 24, 500 s 24, 500
4. 0 Wet W eather Storage Basin
4.1 Excavation 2600 CY s 8 s 20, 800
4. 2 Bac k fill 4000 CY s 14 s 56, 000
4. 3 Line r 40, 200 SF s 1. 90 s 76, 400
4. 4 Mis c . Conc rete Struc tures 1 LS $ 22, 50 0 s 22 , 500
4. 5 Mis c . Metals 1 LS s 6. 500 $ 6. 500
5. 0 Equalization Basin Pump Station
5. 1 Concrete 23 CY $ 1, 000 s 23, 000
5. 2 Metal Awning 425 SF s 110 s 46, 800
5. 3 P um ps 1 LS s 101 , 500 s 101 , 500
5. 4 P rocess piping 1 LS s 86, 310 s 86, 300
5.5 Mechanical Installation 1 LS s 45. 000 s 45. 000
6. 0 Electrical B uiki1ng
6.1 E xc a"97. ion 11 CY s 8 $ 100
6. 2 Ba ck fill 6 CY s 14 $ 100
6. 3 Conc rete 8 CY $ 1, 000 $ 7, 500
6. 4 P r&-Engi neer& d MetaJ Build ing 150 SF s 200 s 30, 000
6. 5 HVAC 1 LS $ 4, 500 $ 4, 500
7. 0 El octrical/ l& C
7.1 E lectrical Gea r and Installatio n ( incl. new standby ge nerator) 1ILS I S 500, 000 $ 500, 000 Project Subtotal $ 2, 719, 800
Conting ency ( 15%) S 408, 000
Construction Cost Total $ 3, 127, 800
WEBB/ Aqua Enginee ring 21 Innovative Engineering Solutions 1329
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Prepared by :
AECOM / W, M. LYLES CO,,
AJomt Venture
AECOM cw:snst•S cw Submitted:
October 11, 2024
Attention : Barbara Mason
Part I: Trcmsrnittal Lctre'. T.:orn Admin strat ve, ana FinoncblCapacity <al,c. uplx, jecJ sepa rotdy ,n ::;penG • t' .... i Part II: Pr01ect Team , Experience, ond Arr roach
Port Ill: Technical
Port IV: < cnstru:t ,on & Start-Up
Port V: Phase ICost Proposol :unJer scpora• e subcn1t t.:il Port VI: R~qu1red Form, (uploodeu , nir OpenC. od
Appendix A: Pcel1m1nor~ Drow ,ngsand Sc'ledule
Appendix B: Resumes
PlecEe '",< re t ~ar f .:,r-n:, In::,urance lc:Tter:,. suret , letters and rJ'lY c1nerr~quired ':ioc.:ument :, l1 "Jve t,e1--n u0looajed er-:irc ·ely !<" ;our OpenGov r:•rocurem ent ~rte per 1ne RFPIn'>tru .:t en~ AECOM 'WM Lyles II•~ e,,, ~ 1 £ 1::,,, rv:1 , ... ' J~ l~ .. )f ~; Tr~') H ~ ri1 f\1"' a· rl ;;_. :, • , .. r'] w1·~· U p 1, V: l!"i P TOC 1388
A=.COM I )) \ I LI J C ..... ~
1 tulnl , cnh. 1fC
October 11, 2024
Barbaro Mo~on, Pu'.'Chos,ng tAon ager
City o1Banning -Purchasing Division
99 E. Ramsey Strt>t:"T
Bonning. CA 92220
Proposal for Progressive Design -Build Services for the City of Bonning Wastewater Treatme nt Plant an d Recycle d Water Upgrades Project · RFP-24 -074
We ore excited by the oppGrtun ty to oecome a trusted partner of the City in de\ ekipmg the most cost-etfecti.,e solution for 1our "os1ewah;:r rreormert plan· upgrade~ Iha·"' ill m inimize impacts ro /~Ur ra re poyer:::i while or the some time pro,;ide o long-rerm solut on lo supoorl community grovnh. Our team hos worked hard to find design-to-budget ideas for your proJect and we ore confident that the solutions we present in our proposal can save the City$10M- coJ11pared ro the onginal concepr. Highli ~nts cf our proposa l inclu':Je.
Experts skilled in progressive design-build and MBR systems. AECOM/Lyles hove worked togelt,er on numerous progressr,e design-bu Id treatment plant upgrade pro1ects totaling O\er $18. as well as many rABR systems.
These past experiences allow us •:3 work rogeher seomle::.SI) to deliver your project and hcne 1n on The b g3est cost items. optimizing the budget for 1he Ory
Experience with San Gorgonio Poss and desert communities. From our wt::alih of expt::ricrKt:: dt:!Ivc:nng sim lor projects in surrounding communnies {1nclud1ng Beaumont}. we hove a strong opprec.ation for pragmo t1c solu11ons that wor• for ;ou.
A proven progressive design-build management approach. We know how to stream line the c..ruc al Phase I act, itie3 so tt'°'a t collaboration is fo31ered wh le still mak•ng timely deClsio ns tc maintain the overall project :;chedule.
We are committed ro a rronsporent Gu".lronteed MoA1mum Price {GMPl presentot,on and com·erting thb proj::!ct frc m Phase I to Phase 2
Design to Budge1 Ideas that offer real savings. Wt:. hovt:. ldl no stone unrurned in looking 01 ways to sovt:. tht:
C: ty m 1ney while still ach1e, 1ng y':>-...r pmject goals. From oprim:zing basin sizing, to finomg a creati,e way ro forego the reverse o;rno.::.is lRO) '5-/::otem, we o ffer the Crty way:,-' O le$:,-en the impocT to your rote payers. while maintaining the rt:.sihency to accom•""lodol1= locoIpopulorion g•owtn and future permit ex.pectat1ons.
A dedication to a quality project. Our des gn to budgct ideas do not ca'l1e at a cost ot qual ty or ;rnpoc.ting the C.ty's options 1n the fuiure. We ore comm1tled to us,ng proven ,·endors and quality suppliers and 0•Jr design pm,ides for eas, ""uture expans1c n wiTh low capirol excena turt.
Our corporate commitment lo mal<e this a success for the City. We are comm1fl'ing lhe team p --o·tided herein "'or the durat on of the project. V\e hove learned tnot team conl1nu1 ty throughout the duration is cnt col to tne o·,eroll prcJecl success an,j delivering The lowest 10 ~0 1proJec t CO!>t.
AECOM Lyl"~
City of Bannin g
Proposol to, Wastewater Treotmen1Planr Recycled Woter Upgrades - RFP-24-074 Ocrober ll. 2024
Poge2
Single Point of Contact for AECOM /Lyles - ProJe1.:..t Manager Joe Lav-. renee i::, the single point of contocr for the team, ensuring c.leor comrnun,cotion and streamlined proJect manogement.
Joe Lawrence
Design -BuilllProJect Manager
265vl Mad1sor A.,erue
Murrieta, CA 91562
T: 916.644.9487 I E: jlowrence(<rwmlyles•:>.com
W~ opprec1ott the City using 'Jn 1ndusrr; standard iemplate as tne basis for the sample ag reement. and we ore conf1dcnt That we con n:::gotioTe o comroct wi·h th~ Cit/ f:>r th ,s projec t. We also confirm that we hove rt:!od and t..nderstood all elemen tsof th~ RFP. Furthermore, in our cost proposal. we hove provided a detailed scope of work of our e,11:es.
Bonding and Sureties- The AECOM/L)les. team -..:.: onfirmswe will meet the boridtng requiremen ts outlined in the Reques t for Proposal (RFP) Wr: ha\' c included in our proposal o Surety Le·ter of Intent and the Proposal BidBond os required n RFPsection IV.E.
Financial Capacity - Bot h AECOM and l \ les confi'TTl there ore no changes in our firms· financ:1al copaci •iEs and bonding capabilities. The financial statements included 1n our SOQ ore the most current and there ere ro changes 1n our ... fonatngs.
CEQA , Funding , and PLA Compliance -The AECOM1L1les JV confirms we hove reviewed the CEQA Funding ondP...A Complrance requirements, signed and included the form in our proposal uploads 1n your procurernent sysIem , and agree to com pl) with the terms ond cond 11ons.
Pe, tne 1n::otn.1 cflon ~ in theReques· for Proposa l. our Part V ~hose 1Co::ot Propo:,-ol has been submirted as a separate Me.
Par rVIR~quir ed Forms hov~ b-een completed and uoloaded 1nlo the OpenGov procurem ent system.
We ho,·e assembled a rruly collobora 1ive and 1ntegro1ed team . W,e look 'orword ro sho ring more deoils on our proposal during rht 1nterv1c:•.-v. AECOM Lyles oppr~c.iatt::s me t1rne and cornm1Tmt!nt the City hos im -;:sted in ill1s procurem~nt process and opprec iote you me ~t1ng with our team during our proposal develcpmenr. 01 g · 11 o 1c City' of Bai ~· u~ ~ r imr.; ,,..., a it. w 1ct· • t1 n lhr• qhuu1 fl1 1n 1ly t, 1p1 ~ ., J tra . p n1 1f1"1 inication we Ii > I ir• rt. 1n1 de-by side with the City •n tel1vermq 1t1s ,:-r > Jet: Thank you for ';our cons,derot1on Respe~rfully submitTed.
AECOM /Lyles Joint Venture
f-.,
Joseph 8. Lawrence - ProJecr Mo'1oger
SVP, Alterno·t1, e Deli,•ery Manager
Authonzed Signatory
w M. Lyles Co.
o: 91 6.375.1833 I M: 559.6416650
jlawrt:.nct::@\vml1lcsco.com
AECOM' Lylu
f;
Brion Do;>· pt
SVP, Cirector North America W01er Design·Bu1ld
Authorized Signatory
AECOM Technica l Servtees. Inc.
0: 978.905.2527 I M: 781.799.1791
brion.dal1@ot:com .com
1389
e: rOM
ART __ C --_ -~•-•-• • • _ _ -~-~-
11 · ProjecfTea m; E~p~~i~nce; ancFApprom: h~
The AECOM/~ Yl~~ re.iii, present•~ our SOll'~ lQ()\l''!"- itt~. ,_ J~~:~~. c~,s.gttbe-Hity'.sWWTP,~ r,d Recy~' dJ.WaterUpgr; fd - proJect!! from day,_on~·to cJff~ o_ne ~ -> . --,'-,' -
r --• ,:;..---..:..'!"'!'"\' ---~
Iam fullycom mmed to
col' oborc: t,ng v,,,ith the City for
the nex1 severlll vc> ars to con tinue
the 1mp! emenro rion and conslrvc1, on
f m foohng ton,-., ora to 1h1s
eYcitmg parlnership with the
c., ry of Bannmg where we
e;rpfore cost effecttve solutions
I pleagr:' to open Imes of
communication with o /f
stakeho/. iers , mdud1ng -
operations staff. to 1<eep construction
moving o n the project e nd delNer
first- do~ foc, lmes of the h, ghes1 quality. on
budgc> t and scheduie -' 11\, ltn no surpnses
ofBonn,ng's 'W'WTP project. <:?t1surmg o safe
ond: oustomable \. VO~--te\-\ ate r and recyc red
va ·er 5YS""em fordecades ro come:".
keeping th~ rote ooyt!rs m mma at every
s~tp as wt design to bvdget for tr11s
mporton t oro1ect.
Joe Lawrence
Design- Build Project Manager
Key Project Personnel
As prese nt ed , n our SOQ. the AECOM/ Lyles key person nel hove d elivered together o n d esig n- build treo tmen· projects in Ca lrtornia \>\>1th s1gnifica nt upgrade and mainten ance of plant operations consid erat ions.
b ri ng ing dem o nstrated effic. ency ond co llobo ro t1or to the Cit y. Our m anagement team- along with Treatmenr
Process De s,gn Lead Alex Franch,, Preconst ruct ,o n
Mo noger V nee Guill am a , Construct ion Superint endent An lho ny Pilato. Comm ss ioning Lea d ViJay Kumar. and ol her learn rnembe rs-remo, n full y cammilled 10 meeti ng a ll of the project objectives deto led in the Cit y's RFP.
Team Enhancement
Vie o re present 1ng one rey team member enhancem en t
in Joe Lawrence as our Design - Build Project Manage r.
Joe hos a d isTin gu, shed career in the water wast ewat er indusl, y. wilh 22 years of experi ence managing desig n-. b uild projects fo r pubic and private VI Oler a nd
wa stewater rreorme nt .:ocilit ies. Throug hout his career.
Joe has beer- involved In all osp ec ls of project delivery includ in g p re:> ee l m a nagemenl. p reconstruc tion services , co st cont rol ond b ud g eting. con strue on
imp lementati on, and start~ up and comm1ssior ing on
numerous alternative de l,very proj ects, inclu ding d esignbu ild and progress ive desig n-build proj ect s. Many o'. these p rojects tm, olved collabo ratio n Ni th the some AECOM Lyles JV team " e ore proposirg for th,s project.
W hile we ho ve NO CHANGE to the rest of our team or
any of the key staff presented in our SOQ, ou r team
will be fur ther enhanced d uring contrac ting effom Hith d 1sodvontoged subconsu ltant s from our Good Faith
Gabriel Perigault
Design Manage:r
Marcos Reyes
Construction Manage:r
Outreach efforts. We pledge to m eet a ny goal s required by the City andi o r diffe rent fu ndi ng sources and g ra nt s.
On The next page IS o n upd a te to our organizo11o nol cha rt !Fig ure 11- 1} h1g hl1g hti ng The enha ncement s to our teom . We hove a lso included a brief b ,ogro phy far our project m a nager Joe Lawren ce that summa rizes his
qua lif,cot ia ns. We v. ould be happy to provide resumes for all of o ur 1eam mem b ers a t the City' s request. All other components of our team and SOQ remain unchanged.
Benefits of the AECOM/Lyles Team
Extensive resources thal ore full y com mitted to this
proje ct
Simuttoneous and direct access to design and
construction resources at all times lhrough our
integrated joint venture
A team that has successfuUy worked together to
deliver othe r proje cts in the rt!gio n
Proven ability to partner with owners through their
first progressive design- build and get to Phase 2
w itho ut exercis ing the "oft-ramp"
Collaborative design process: price, con stru ctability. operability are considered holist ically
Innovative concepts to m inimize total project cost
such as right- sizing to nkag e
Staff continuity throu gh a ll project phases
Maintain ongoing plant operations with detailed
construction sequencing
Comprehensive start- up and commissioning plan
to ensu re op eration s staff is !rained to operat ed the new fa cility
1'ECOMrwM Lyles O"'. a'] • '.] t\;) r -~•· • ,,,~ .\ ,, 1 f. '"• ll!, 1 \ .. ! J~ T~.-,,, i~· T,~'.) l•T ... 1 fbr • ' I' - 1 ~ l"~\ 1~' 1 \ .. " J,~ It 1' ]· i~;;; ,qe-· • Enhancing our Team ... ,v ..,,...,,,.£ ~.:: 1t,yr,-.,.:w,,:,,,dp,,c,,,:-.·,.,..__ • .,,,..,:,., ofu ;:,.,•~·" ""'-·· a..• i~-.:'1.,., 1< 10.' W!.,.. JQl. a. 6t"'"' 1~.,_...,. ... : C"< L1 W'Nl? T.-, c-~ fi_ 1' alO• Jlt,..,... J..,: w, r, 7- d~,•.- P- o.·;.,._" V'! J4~ rr-,, -._ 1i, ,,..,,~'- 1.-... a.,. A. _.,_,..,..,...,,_,,,.,_~,):;.,..,, .,.,,..__. r<lrH;' t,...,.>'-'""-·..,,. .:-,:.-• ....,..,..,,_..,.,.,., C.· ~-"' -, r,•_..,, 1,_ V"' I""-'-·· ... c:.,._.- c P. LU•'>••'-"-- 11., .:, e.~.,;• A.. Q Joe La wren ce
Design- Build ;, roj en Manage, r
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AECOM/Lyles project personnel are available to start wor..; 1mmed1ately and are corrmitle-d to the City of Ba,,ning for the duration of your project Fi9"' e2· 1: OrgaNu, t, n Chart
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A. IA. 1:. CO!-, VLvt"~, wcarcdcd,: atcd 1-:i tostcr1nq d" r. rsilv artd irvlu~on thf') UQh hou~e wilt, Loe.ii un.tOfls. bUSIM51"!S. subconl raclors, and the publK re~u!ledm mullifll,. h.;-. ; m, t m,. l "Ill C:. KF 1)/' Anl r•,,, 11r'" IT> Al' II<,. For lhil ptoje-.: t, we- pl• ced legal notk e- 1ds.annound n9 th~ DBE opportuntty In the- Banning Record Gazetlt and p1rtor,.,. d, urch• 5onfourweb. i 1es ( CA. GOV, DOT. CA, SBA, and C• lTr. an,), rtsulling in 1olicil1lionof 1,2:U DBh. From th1I outrnch effort, 21 DBEI h111t exprentd interut in bidding,
11r l i, .. "n< J~• m .. nl w. th 0 1•_,, t.,.,nt,!, rrl 9.,..,-.,., Ent....- r,-,·, .. •, <DBE•.'. Our oH' lji~ he,,'!.,, el:) uhea~ t, sl, at. egy 11Klud,n9,,d~1lJ1,; J pubut e,,en1;., ensuiei e- conor' ll< g,owct, andtqu. loppcni.n,ty. \'.e h0<;t public outreach ,,, enis to <:hare 1nfor m:, t,on oncoll abc. r.; ih, r:: prOjcct' i. m;; u_, m., inq po- rt, c, p, 11, m from 00th 1( 11'. ll. lnd omp~, 11, t t< htrol'\~ nt~. For,~ .. mple, ., 1 H,· Oe-~., rt N,, t....-D1\ tntt. ouropt- n 1390
Cityof Bonnerig
Team Experience
Th e AECOM / Lyles tea m has NO CHA NGE to our pro1ect
exp erience. The informotion presented In our Statemen t of Qual ificati ons (SOQ) dem onsrrates a long history of v,orking on design - build p rojec ts together as \\ ell as unm atched local experien ce worki ng on similar proJecrs fo r similar ch~nt s in Sou· hern Cohforrna . Table 11-1 below su mmarizes the client re feren ce projec ts previously p rese nted . Addi tional recent successful projects
include the CR& R Riverside County Enviro nmental
Center in Perris , the Victor Valley Waste to Energy
project in Victorville , Morongo WWTP in Cabazon ,
BEST ,
BANNING
PART II I Project Teom , hperience &. Approoch
Our team has prioritized this project over
other opportunities in the marketplace. We
have been tracking this project for 3• years
because the City is the type of client we want
to work for-a pragmatic desert community
looking to make every dollar count.
Beaum ont, Hi- Desert, Yucaipa, Palm Springs and Lytle Creek WWTPs , all of which showcase our team' s deep- rooted understanding of the local area.
Table 2-1. Summary of Project Experience presented in our Statement of Qualifications Project Name/Location iiii:iiz.--' Scope ofServices Relevance Ea st Co unty Advanced Water Prog re::i.sive Design- Build Rtuse . RO, New Plant.
I
Purification Progressive Design- fer WWTP ond AIVT POB. T22 compl-ance J 78% 0 Build, Santee, CA "
S1 WWTP Improvements Prog ressi\ e Design- Buil d Desig n 10 Budger, Progressive Design -Build cf WWTP 1mpro \ements signrf1cant cos1 I75'o I 0
Rialto. CA savings reoh zed
Regional WPCF Upgrades Prog ressive Desig n-Build Design 10 Budget, I
Progressive Design~ Build of WWTP impro\ements adjusted GMP to mee t j 78¼ 0 Stockton, CA Oenf" sgoo ls
WWTP Solt Mitigation Upgrade Construction of Neighboring Proje ct trea imenl plant ,: ommuni ty fac ing I
78% I 0
Beaumo nt, CA upgrades incl uding MBR sim ilar cha llen ges HDWD Wastewate r Reclamation Prog ressi, e Design- Build Design to Budge!. $ 2M Facility Prog ressive Design- Build of treo1ment plant 1n cosl VE cost savings I 75°0 I 0
Yucca Valley. CA .. 1n clud1ng MBR and UV
Imperial Wastewater Treatment Plant Upgrade Acji, 1:, n2 P- c, ec: ~, c~ c,erce This compre hen sive praj ec1 for the City of Imperial, completed in 202 1by Lyles, involved sig nifica nt upgrades ta the existing WWTP:
Upgrades to the existing influen1 pump st ation and the co nst ru ction of severa l new faci lities
New facilit ies incl uded o grit structure, aeration basins, MBR facility. and dewatering faci lity
Designed to efficiently process on average daily flow of 2.4 million ga llons of wastewate r
Initial stages involved demolition of an exist ing aeration basin, setting up a sh oring and dewat ering system, and excavating 15,000 cubic ya rds of earthwork
The team 1hen install ed oppraximate ly 5,500 lineal fee l of below- grade piping and cans1ruc1ed the aeration basins, membrane bioreactor basins, and the slab fo r the dewatering facility building The final stages involved the completion of the membrane bioreactor faci lity and insta llation of the abovegrade process mechonical piping and equipment MCOM'WM Lyl~\ .,.-; J1 n-. 3 , n•,1,~-• 7 •, ' l' p."]"V , n j </ i ". ISl~.J'e-< T <"-) l"i'!"' I 1111' "] f"I.J 1,.,., . f' I'!" 1 'A1'<"· L'r ; · r)'.] r'~ ~ I ,-' ·• City o f Bonn, ng PART n I Pro; ect Teom, Experience le. Ap prooch Approach
Key staff have delivered together on progressive design- build wastewater proje cts and projects in the San Gorgonio Pass and desert areas, bring in g lessons learned and collaboration to the City Management of the Project Team
The AECOM/ Lyles team has no other com po nie s as pa rt of our core learn at this time. We have adver tised this project for 30 days n th e Press Empire and. if selected . we intend to add sm all business firms. such as surveyors. drillers a nd geotech nicol firm s. du ri ng Phase One to meet C!ry gao ls a nd grant/ fund ing source req uirem ent s.
As pre sented In ou r SOQ and reaffirmed in the prev ,ous subsectio n. the AECOM Lyles key personn el have
delivered together on design- bu ild treat me nt projects in C.alifornlO. The teo m has successfully employed
designing- to- budget an other projects and will work in close colloborot1on wi th City sto tt ond its ad visory teo m to imple me nt th is proven op proa ch.
How Key Staff will Interact in a
Collaborative Manner
The AECOM/ Lyles team w ill be led by Design- Build
Project Manager Joe Lawrence. Joe w ill b ri ng his 22+ years of experre nce with worer/ wastewa ter treo tme11 1 plant constructIon n Ca llfarnia. Joe w ill ha ve overa ll accountability a nd clo y to doy contact with the Cit y and your advisors through the entire project.
Des ign Manager Gabriel Perigault wi ll lead the overall design of the project. He w ill work closely wirh the
preconstruct ion and cons truction tea m s and your staff to de liver o design tho· m ee ts you r b ud get. He will lead the tech nical work shop s thar are os:; ociaie with ou r
collabora tive approach. Gabri el has managed the
design fo r numerous water a nd wostewoter fa cilities. including the recent Davis. Rialto and Stockron W'WTP
desig n- build projects delivered with Lyles. With 30 + year s of experience and a leader in innovative treatment
technologies including MBR system s, he w ill guide the team ond provide the City wItn o p rojec t tha t p rovides reliable performonce wh ile opt imizing capito l ond
operational exp enses.
BE T t, ot
BANNING
Bemg a 1ghty experiencea, integrated 50150
JVteam functioning as one entity, ourbusiness
operating culture is truly collaborative with
allparties dedicated to the same goal of
designing to a budget. This is in stark contrast
to otherDB entities who willhave designers
subcontracted to a generai contractor.
Treatment Process lead Alex Fra nchi w ill lea d rn e
treotm ent p rocess train scheme and the technical details related to the MBR and disinfectiqr systems. He will
coord inate w ith Gabriel. Vince and the res t of the team to m ake su re : he m os, cos t-effective technical sol utions are brought forwa rd and he will be on point for discuss ions v1ith critical tec hnolog y vendo rs to ensure our des,gn and the scope of su pp ly align.
Preconstruction Manager Vince Guillama will work
close ly with M ike. Gobnel and the C11y' s tec, m to establ ish the initial pcoject es1 Ima1e ond update it reg ularly as design dec1s1ons are made and the scope Is fin alized. He will also work closely with Co nstruct ion Manager Marcos Reyes in developing and ma 1nto i111ng the project
sched ule. V nee Is a proven coll abo rat or In th is role. hav ing provi ded preconstructi on services for a multitude of DB projects, notably the Ci ty of Davis, City of Santa Cruz. East Cou nt y AWP ( 1&3). a nd Ot y of Stockton
Prowers. all und ertaken as pa n of the AECOM/ Lyles JV.
Construction Manager Marcos Reyes will parncipate in
construc ta b 1lit y and VE rev iews during Phase One. He will v,ork w 11 h Vince in m aintain ing the proJect schedule.
During Phase Two. he w ill oversee the constru ction of th e upgrades. Morcos hos over 15 year s of experie nce
m anag ing constructio n of wastewater focil 1tres. He is currently servi ng as WRF Consrruction Ma nager for the ECAWP Projec t. fo llowing his successful ro le as
Conslructio n Manog~ r on the $ 25 M Ria lto WWTP Proiect fo lso operated by Veolia 1. b oth in collaborati on w 1rh AECOM .
AECOM WM Ly le<i. ::,-- sq•,--,-,,. 1cr-.,,, , f r,,. • t\riEt~· - u,)' J\',: J:, I~ Jt~ rT,.,.-: i1n. e'' ri ".J··•'}• ir:1G.~ \• l~, 1-.• wo1~ Jt· J•'" lj~', f 1391
City or Bonning
Constructability, Operability,
Maintainability, Durability, Sustainability,
VE, and Efficiency of Design and
Construction
Applying the best aspects of progressive designbuild. Our approach builds upon th e work camp leTed by the City a nd our concept IS a sta rting p oint fo r d 1Scussions v,ith the C1 ty·s tea m ( see Pa rt 3). We applau d the City" s approach To use th e progressive design - bui ld ( PDB • model and we know that collaborative, cos t-centri c
d 1scuss, ons "' ill drive best solu tions. We a re no SI rangers 10 this pro cess with PDB projec ts co mpl eted a nd
underway in Rialt o, Stockton, and the ECANP pro gram in Santee. Phase One management elements v,ill be
focused on workshops. design development. price
certalf1ry and const ruction sequencing. PreconstruCliOn Manager V.nce Gui llama and Construction Ma nager
Marco, Reyes will ~ a rti o pare 1n the VE sesS1ons and construcrability reviews to provide their input.
Our JV will use Pri m avera P5 Ta track rhe sch edu le and adjust as needed. The meetings a nd workshops schedule
v,ill be critical in driving technical deos, ons to maintrnn overall pro1ecT sch ed ule and d esig ning to bu d get as The primary goal throug h direct presentation af cost impact s as they relate to speci~ c apt ,ons. DeTrnls on our appro ach to both Phase One a nd Tw o ore presen ted , n The
fol lo· ning subsect1cns .
Phase One Approach
Our design ro budget approach starts with a de tailed
agreement of th e p rocess train and we will leverage
vendor provided designs when they provide capital
and operational benefits.
Our scope an d 1n1tial estimate will esta blish the City' s the musT ho ve scope , rems. We will also make separate 11st of wish l1St items rhat can be added inro th e proj ect during Phase One, as the budget a llow s.
Building on th e baseline cost and crrti co l guardrails established from the programming workshop, we will
step thro ugh the" orkshop process. Toe basel ine cos t m ode l w II be used to measurE alternatives or
modif1cotions agoin sr 1he initial layou1 to compa re costs ossac, ated ,, , rh alternative concep ts. equipment or approaches that may be contempl ored during The
wor, cshop process. Decis ion Log maintains posiflve
momentum and serves as a go -to reference point so tha t decisions aren' r const antly revisi ted.
We will use a clear process that documents agreed
upon elements in the Decision Log to maintain
positive project momentum. Element s that need
PARTII I ProjectTeom, Expe.rie.nce&Approoctt
BEST -> 1
BANNING
Our proven approach for PDB projects starts
with an initial estimote that is based on real
numbers from similar projects plus market
outreach. The estimate is updated regularly,
allowing the City to make value based
decisions so there is no surprises at the GMP.
adjustments o r a drtferent a lternative will be velted, ref, ned and brcught bo ck to the C,ty ct a future meeting.
We have learn ed that havrng a baseline upon which ta
compare ·· real- time .. o pti ons allows the entire team lo make educated, va lue- based deci s,ons t ith the total project cost in m ind. A oi ticol Lesson Learned by our tea m is lhe impo rta nce o f having sufficient en gmeenng and p lanning budge t. The ad diti on al effort placed on Phase I will res ult in sign if1contly lower toral project costs through so und decisio n mak ing and revi ev, 1 of to tal project l~ec ycle costs
Disciplined cost accounting controls ore the essential
responsib, ity of the Proje ct Manager in Ph ase One cs engineering prog resses to I0 OJ,. Weekly Estimat es to Comp lete IETC > are tra cked b y the Projec t Manager w, th week ly design cos t repor ting prepare d by the JV controls team . Design To budget ettorrs is conTlnual with reg ular const ruction cost a nd schedule adjustments reflected in the ou tcomes of design v,orkshops, eq uir:, ment/ mo tenols market interaction a n d ea rly subcontractor inclusio n.
As described later in this Sec, on under the Collaboration h eading. we envision a workshop process to involve
the City and its advisors lo make the above
decisions. The workshops will also be o key way we
obtain operations team input and get feedback
when finalizing equipment selection .
PROVEN INNOVATION TO DRIVE DOWN
PROJECT COSTS ©
Our VE and optioneering efforts on
other design- build projects has resulted
in an average savings to clients of 21 °0
when comparing our solution to the
owner' s original concept
AECOM/ WM Lyl~s -" S Jr ,,.•, 1 ..:rn ~lt"lJ ,,::,· · t•,,., •, i, lf-.: i~~,. 9 \\-:,~•~, ll \"· Tr·,J :,-.--,1 F1 1.·•a ·Y1;;:~:\ t .. rt ,,\,• e• P ]'- T1e-; P City of Bonning
BEST i 11
BANNING
OPTI M IZING DESIGN- TO-B UDGET~
THROUGH CREATNE CONCEPTS \_. f}
We recog nize that oil projects face some leve l of
financia l pressure. Ta th is en d we ho ve already beg un looking a t potential alternatives re ta meet the City', desired pro1ecl budget. While these al te rnative will be developed more comprehens, vely during the phase I
acr, vit ies, we prese nt o number of these in detail 1n Po rt Ill as o sign of comm, tment to the City tha t we take this respons ibi li ty serious ly:
Right - sizing tonkoge ond basins to save cost.
Our modeling and an alysis shows that the s12ing
the oero rion and mbr b a sins ca n be reduced,
saving construction costs, while st ill providing the
a ppropria te redu ndancy.
Th ree tonk configuration of biorea ctors. Will
provide requ ired re dundancy while providing cos t
savings.
El im inate the init ial need for the RO syste m and
ev a poration p o nds. We beli ev e that blending MBR
effl uent and potable water can meet the nitrog en
an d - os hm, ts at a lower cost.
Hyd ra ulics. Maximize the use of grov ty flm,
through the pla nt to lower pump, ng costs
El im inate the th ird prim a ry clarifier. Savings
co n provided by not const ructing rh e third primary
clarifier w ithout impoct, ng rhe perfonmance of the
MBRsystem
Site layout. The sire' s la rge o reo v,ith limited
n terface points allows for spacious lo g ,st, cs,
s;o g ,ng. and srormwoter management. Eorly
procurement and 1ust - in-t1me delivery will
stream lin e lhe p roJe< .. I t1mehne and prevent delays.
Chlo ri n ation bas in vs. UV d isinfection . Eliminate th e con str ucTion of a large chlorinm ion basin wirh a more ~ os1- effi c1ent and environmentally frie ndly UV dis1n"" ect 1on.
PART II I Project Te-om, & pe.rie.-nce. & Approoch
De
Durin g Ph ase One. as po rr of The Progress Meet ings. w e will conduct design reviews on se lecred 1opi cs w ,th the purpose of disseminating , nforma r,o n, promoting
discussion a nd obtaining feeoback so that City staff
understa nds the design and has enough in formation to
approve the design. More resem b ling a worl< shop tha n o meeting. this approach to revi ew m eet ings has been
developed an d honed on simi lar large and complex
projects. We will manag e design rev ew meetings using
the follow, ng b est pracTlces:
Ded , ca- ed leader ta facilitate
Up- front technical discussion maTerial s
Clear agendos that spec ify: ( II purpose and
decisions expected, 12 • overvie' VJ · epics and issues. ( 3) discussion and review, ( 4 1summary decisons made,
and ( 5 ) approvals
Clear. action- oriented m ,nutes
Follow- up action items and d1stribut1on of issue
resolution
Sch edul e Managem ent and Cit y Revi ews. We wi ll use Primavera P6 to Track prog ress and od1ust course. as
needed . The meetings. submitta ls. and review schedule 11ill be cntical in driving decisions to maintain overall project schedule. As described more fu lly in Parr IV. we will use a cos t loaded schedule and provide 3 week look
oheads as appropriate.
t. d J ,. d l.. ty Con, er
Providing continuity in lead e rsh ip between Project
pha ses . A ha llmark of ho"' the AECOM • Ly les JV does design- build work 1s tha t we promote staff cont inwty throu ghout all proje ct p hases. This virtually eliminates any risk of discontinuity , n leadership and an y issues , tith information transfer. For insta nce. th e p rojec t manager will stay engaged for oil phases of the project. The design manager and oil d iscipline leads will co n11nue to be
invo lved in th e proj ecr after the des, gn is comp lere. providing interp re tation and responding to an y q uestions in the field to make sure the design int em 1s carried out in We will use 30models during detailed design. We have experienced the benefits ofusing this 1001 in otherprojects as itprovides o be/1er perspective facilitating the understating among the design-build team. City staff, and other stakeholders, and, in the end, !he decision-making process. It also helps break down the
compartmentalization between design and construction, and avoid clashes between disciplines during construction, to see the pro1ect visualized early on.
AECOM WM Lyles ['~'.' J•]"' a n r1 ( ris1 ,- 1 ' I , r ·' •••~ C.'), . 1 E'- l r • · l •Q \ V J > f~ J¥' l "~r T, e a 1t~,!'''' F\ J , I , r "] J:'~ - y~ ~:J \ V, JT~ l!pg· ' J1e ~ f' r-'-' 1392
AMENDMENT NO. 1 TO PROFESSIONAL SERVICES AGREEMENT
(C01009) FOR WWTP ENVIRONMENTAL COMPLIANCE SERVICES
BY AND BETWEEN CITY OF BANNING AND KIMLEY-HORN AND
ASSOCIATES, INC.
THIS AMENDMENT NO. 1 TO THE PROFESSIONAL SERVICES
AGREEMENT FOR SERVICES (“Amendment No. 1”) by and between the CITY OF BANNING (“City”) and Kimley-Horn and Associates, Inc., a North Carolina Corporation, (“Consultant”) is effective as of this day: ______________.
RECITALS
A. City and Consultant entered into that certain Contract dated May 14, 2024 for the purpose of providing Environmental Compliance Services (“Agreement”) following Request for Proposal (RFP 23-058), as approved by City Council Resolution 2024-70.
B. City and Consultant now desire to amend the Agreement to modify the Scope of Services, extend the Term of the Agreement to December 31, 2027, and increase the Contract Sum to Three Hundred Five Thousand Eight Hundred Twenty Dollars ($305,820.00).
The Parties therefore agree follows:
1. Amended Terms. The Agreement is hereby amended as follows:
1.1 The Scope of Services as set forth in Section 1.1 of and Exhibit A to the Agreement is hereby amended to include the Services set forth in Attachment 1, attached hereto and incorporated herein.
1.2 The maximum compensation for the Services performed pursuant to this Amendment No. 1 shall not exceed One Hundred Twelve Thousand Nine Hundred Twenty-Eight Dollars ($112,928.00) thereby increasing the Contract Sum, as set forth in Section 2.1 of the Agreement, to Three Hundred Five Thousand Eight Hundred Twenty Dollars ($305,820.00).
1.3 The Term of the Agreement, as set forth in Section 3.4 of the Agreement, is hereby extended through December 31, 2027, unless sooner terminated or extended as provided in the Agreement.
2. Miscellaneous Provisions
2.1 Continued Effect of Agreement. Except as amended by this Amendment No. 1, all provisions of the Agreement shall remain unchanged and in full force and effect. From and after the date of this Amendment No. 1, whenever the term “Agreement” appears in the Agreement, it shall mean the Agreement, as amended by Amendment No. 1. In the event of a conflict between the provisions 1393
of this Amendment No. 1 and the provisions of the Agreement or Amendments No. 1, the provisions of this Amendment No. 1 shall control.
2.2 Consideration for Amendment. The parties hereby agree that they have each received adequate and independent consideration for the modifications to the Agreement set forth in this Amendment No. 1.
2.3 Authority. The persons executing this Amendment No. 1 on behalf of the parties hereto warrant that (i) such party is duly organized and existing, (ii) they are duly authorized to execute and deliver this Amendment No. 1 on behalf of said party, (iii) by so executing this Amendment No. 1, such party is formally bound to the provisions of this Amendment No. 1, and (iv) entering into this Amendment No. 1 does not violate any provision of any other agreement to which said party is bound.
2.4 Counterparts. This Amendment No. 1 may be signed in any number of counterparts, each of which will be an original, but all of which together will constitute one instrument.
2.5 Electronic Signatures. Each Party may adopt as its signature an electronic identification consisting of a symbol or code that is affixed to or contained in each document transmitted by such Party (“electronic signature”). The Parties hereto herby agree that electronic signatures are acceptable, shall have the same force and effect under the law as original wet signatures, and shall be sufficient to verify that the Parties have executed this Agreement and such other documents transmitted by the Parties.
[SIGNATURE PAGE FOLLOWS]
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The Parties are signing this Amendment No. 1 on the date stated in the introductory clause.
CITY OF BANNING CONSULTANT
Art Vela,
Acting City Manager
NAME:
TITLE:
City Council Approval: _______________ NAME:
TITLE:
ATTEST:
Sandra Calderon
Acting Administrative City Clerk
APPROVED AS TO FORM:
Slovak, Baron, Empey, Murphy & Pinkney
LLP
John O. Pinkney
City Attorney
NOTE: PROOF OF AUTHORITY TO BIND CONTRACTING PARTY REQUIRED.
APPROPRIATE ATTESTATIONS SHALL BE INCLUDED AS MAY BE REQUIRED BY THE
BYLAWS, ARTICLES OF INCORPORATION, OR OTHER RULES OR REGULATIONS APPLICABLE TO CONSULTANT’S BUSINESS ENTITY.
1395