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12-06-2017 Operations Committee Meeting Agenda Packet Item 10 Attachment - Draft Facilities Master Plan.pdf
Draft Report Orange County Sanitation District Facilities Master Plan 2017 Facilities Descriptions November 2017 pwlllCardloloocumeM5lCllenOCN005ol10s35nooloeliverableslzon Master PIan ,C r_CmhMA. Contents Preface Executive Summary Chapter 1 System Overview Chapter 2 Collections System Chapter 3 Plant No. 1 Chapter 4 Plant No. 2 Chapter 5 Interplant Facilities Chapter 6 Support Buildings and Non-OCSD Facilities Chapter 7 Planning Assumptions Chapter 8 End of Life Assessment Chapter 9 Project Identification Chapter 10 Implementation Plan Appendices pwlscemlmoocumen&CllenVCNOc5ctl0339A0o0el1veremes"N17 M.e.r Pl30 Cover Contents docz 1 Draft Report Orange County Sanitation District Facilities Master Plan 2017 Preface November 2017 p :iI ardldDmumer CllenVGNOCSW10339A Nillrorab N17 Master Planffl cedou Contents Preface Section Page Preface..........................................................................................................................................................1 Introduction................................................................................................................................................1 TheMaster Planning Process...................................................................................................................1 Long-Term Planning Needs.....................................................................................................................3 Figures Figure 12017 Facilities Master Plan Development Methodology.......................................................2 p :IlCardldDooumeNVClienUMMSW103339A0010ellrorabk N17 Muter PlaNPrelace,docx I Preface Introduction This report is a Facilities Master Plan for the Orange County Sanitation District(OCSD)in California. Its purpose is to develop wastewater collection,treatment,and resource recovery facility needs for a 20-year planning period,to the year 2037. OCSD provides wastewater treatment to over 2.3 million people in central and northern Orange County. Over the next 20 years,the population of the service area is expected to increase by 20 percent,according to the Center for Demographic Research(CDR). Additionally, severe drought conditions and water conservation over the last decade have reduced influent flow and significantly increased wastewater constituent concentrations. If continued,such dynamic changes in influent wastewater may require action from OCSD to change the infrastructure needed for treatment and resource recovery. The Master Planning Process All master plans have main drivers that lead to capital improvement projects.For this master plan,the following six drivers were evaluated to identify capital improvement projects (CIPs) for the next 20 years: 1. Existing Facilities Condition. 2. Changes in Regulations. 3. Facilities Capacity. 4. Redundancy Criteria. 5. District Initiatives. 6. Health and Safety. Each project in the master plan was initiated to address the impact of one or more of these drivers on existing facilities.Most of the OF needs for the next 20 years are due to the condition of existing aging facilities requiring rehabilitation and replacement(R&R). To better understand the various CIF needs for the facilities,a detailed work flow procedure was developed.Figure 1 shows a summary work flow schematic for the procedure that was followed to develop this master plan. p :IlCardldDooumeNvClienOMMSW103339A0010ellrorabk N17 Muter PlaNPrelace,docx 1 PREFACE Data Collection Workshop List Of 2009 FMP O&M Input Condition Assessment Issues 41111111111111111111 Other (CA) Rolled up CA scores ♦Build upon Om capacity Regulations y 10 Redundancy OCSD active CIP District Initiatives y IN Health & Safety Project List Project Descriptions Project Elements, O&M Input Costs, and Site Layout Prioritization 1 20 Year CIP FIGURE 1 2017 Facilities Master Plan Development Methodology As shown,the first step was to develop a list of issues for existing facilities that needed to be addressed with CIPs.This list was developed based on issues identified from previous master plans not yet addressed,input from workshops with operations and maintenance staff,and condition assessment site visits of select facilities. In the second step,the current active CIPs were reviewed,and new projects were added based on evaluating the list of issues for existing facilities and the other project drivers (regulations, district initiatives,capacity,redundancy,and health and safety),which resulted in a list of CIPs for this master plan. After identifying the list of projects,a detailed project description was developed for each project,including scope,preliminary schedule,cost estimate,and site layouts.The project's preliminary schedule was developed based on the year the project must be online to minimize the impact of the drivers affecting the facilities.Then,preliminary cash flow for the next 20 years was determined,and the project's schedule was adjusted under the Prioritization step to make sure the cash flow meets OCSD's needs. This Master Plan is compiled into the following chapters: 1. Chapter 1:OCSD Overview 2. Chapter 2: Collection System 2 MlXaMWNoumeNSlClerNCNOCsXl WBA0aDIl mNeQ017 Mader PlaNPrexvtcx PREFACE 3. Chapter 3:Plant No.1 4. Chapter 4:Plant No.2 5. Chapter 5:Interplant Facilities 6. Chapter 6:Support Buildings,and Non-OCSD Facilities 7. Chapter 7:Planning Assumptions 8. Chapter 8: End of Life Assessment 9. Chapter 9:Project Identification 10. Chapter 10:Implementation Plan In addition,an Executive Summary Report presents an overall summary of the detailed information contained in the chapters. Long-Term Planning Needs The scope of this master plan includes anticipated changes in the next 20 years based on projected wastewater flows,established regulatory requirements,and replacement needs for aging infrastructure. Beyond those 20 years,additional existing facilities will also need replacement. However,specific projects,project timing,and space planning to accommodate these replacements have yet to be fully developed. Furthermore,recent development trends in Orange County suggest more concentrated population growth.Examples of these trends include: • High-rise condominiums in the Orange County metro area in the last 5 to 10 years. • Rezoning of industrial/warehousing/agricultural land use to multiuse residential/commercial land use in Anaheim and other areas of Orange County. • Multiuse residential/commercial plans for the Euclid/Talbert area in Fountain Valley. • A general increase in the number of apartments and condominiums constructed instead of single-family residences. In the long-run, these trends could increase the population beyond what is anticipated according to existing land use plans and population projections. Shortly after its creation in 1948,OCSD acquired the 109-acre site for Reclamation Plant No. 1 in Fountain Valley and the 111-acre site for Plant No.2 in Huntington Beach. By having the foresight to acquire these properties early on,OCSD has been able to expand its service capability to meet a growing population for well over half of a century. Today,little space is left to build new facilities. As OCSD's service area population grows and densification occurs,land around the treatment plants will become less available,constraining OCSD's ability to further expand its treatment plants. Additionally,existing facilities will continue to age and will eventually need replacement. Without space availability,replacing major facilities while continuing to maintain the service they provide will necessitate an extremely challenging,complicated,and lengthy piecemeal Prr.lXae ldDomumeM ClIemIC SD1103n9 Dellrcmble N17 Ws*PlanRrelace.aocx 3 PREF reconstruction of the facilities in their existing space and configuration.This may also limit the ability to employ newer,more-efficient,and less-costly technologies. To address these issues,OCSD must complete long-term planning for needs beyond year 2037. A few approaches to long-term land utilization and space planning are summarized in Technical Memorandum 7 in Appendix A.We also recommend that OCSD conduct a long-term planning study in the near future to determine whether it can to continue to provide reliable wastewater treatment for at least the next half century. 4 pwA�MkeWC DIW39�@e.Wb 019A6a ,P§ L,6 .G Draft Report Orange County Sanitation District Facilities Master Plan 2017 Chapter 1 System Overview November 2017 Contents Chapter 1 Section Page 1.0 System Overview................................................................................................................1-1 1.1 Introduction.........................................................................................................................1-1 1.1.1 OCSD Overview.......................................................................................................1-1 1.2 Service Area.........................................................................................................................1-1 1.2.1 Local Service Area 7 Transfer.................................................................................1-1 1.2.1.1 Other Influent Sources..............................................................1-1 1.2.2 Other Agency Ownership Rights...........................................................................1-2 1.2.2.4 Santa Ana Water Project Authority.........................................1-2 1.2.2.5 Irvine Ranch Water District......................................................1-2 1.3 Treatment Facilities.............................................................................................................1-3 1.4 Interplant Flow Routing.....................................................................................................1-3 1.5 Effluent Disposal and Reclamation..................................................................................1-4 1.5.1 GWRS Final Expansion...........................................................................................1-5 1.6 Biosolids Management.......................................................................................................1-5 1.7 Central Generation Facilities.............................................................................................1-6 Tables Table 1-1 Influent Routing to OCSD Treatment Plants.........................................................1-3 Exhibits Exhibit 1-1 OCSD Service Area and Treatment Plant Locations Exhibit 1-2 OCSD Sewer Drainage Areas Exhibit 1-3 Interplant Diversions Exhibit 14 Plant No. 1 and Plant No. 2 Hydraulic Schematic Exhibit 1-5 Plant No. 1 Exhibit 1-6 Plant No.2 p JMsmlNDicw2M/CY AUC$D'10339Fp M.bks 17 h .PlvniL1a14s 1005DPh WN-IXSDUwrvxw.Mix I 1.0 System Overview 1.1 Introduction This Master Plan updates the 2009 Facilities Master Plan(IMP)prepared by the Orange County Sanitation District(OCSD).Its purpose is to identify a 20-year Capital Improvement Program for repairing and replacing existing facilities,meeting new regulatory requirements,achieving OCSD reliability criteria,and meeting the District's level of service goals and strategic initiatives. The FMP is necessary to identify the capital requirements needed to adjust rate structures and achieve OCSD's goals. 1.1.1 OCSD Overview OCSD is a regional wastewater agency serving 2.6 million people in central and north Orange County,California. OCSD was formed in 1946 under the County Sanitation District Act.The current governance structure was established by the California State Legislature.The 25-member Board of Directors consists of one representative in the service area from each of the 20 cities entirely or partially located within the service area or four special districts.The Board also contains one representative from the Orange County Board of Supervisors. 1.2 Service Area In fiscal years 2015 and 2016, approximately 185 million gallons per day (mgd) of influent was delivered to OCSD treatment plants.Most of this flow comes from the 462- square mile service area,which is divided into 11 sewer sheds.Wastewater is treated at one of two 100-acre treatment plants:Resource Recovery Plant No. 1 in Fountain Valley and Treatment Plant No.2 in Huntington Beach. Although most influent reaches the plants by gravity flow,15 off-site pump stations are available to lift the wastewater or pump over hills where required. Currently,OCSD owns approximately 367 miles of regional trunk sewer(see Exhibits 1-1 and 1-2). 1.2.1 Local Service Area 7 Transfer In addition to the regional collection system,OCSD was the local sewer service provider for Tustin and an unincorporated area north of Tustin until August 1,2016. Afterward, OCSD transferred ownership of approximately 171 miles of local sewer to the East Orange County Water District(OCWD). 1.2.1.1 Other Influent Sources OCSD has an agreement with the Santa Ana Watershed Protection Authority (SAWPA) to receive desalter concentrate (brine)and industrial and domestic wastewater from the upper Santa Ana River Basin through the Santa Ana River Interceptor(SARI)line. puUCaMbl4cwen6�N/C U]0339Nq'4trwredes201]Ir WrPhn'LlupRr l CC$DFW M17-IXSDQe w, rcx 1-1 IU SY51E.404rRlffW The Irvine Ranch Water District(IRWD) also has an agreement with OCSD to operate in OCSD Revenue Area 14(RA 14).As such,OCSD receives wastewater from eastern portions of the service area and sludge from the IRWD Michelson Water Reclamation Plant(MWRP).IRWD will stop sending sludge to OCSD when it finishes building a solids handling facility,anticipated to be completed in December 2018. OCSD receives some flow from portions of Los Angeles County near the border of the service area.Some portions of the OCSD service area send flows to Los Angeles County. Under the Dry Weather Urban Runoff Program,formalized in 2002,OCSD can receive and treat urban runoff diversions from within the service area. These diversions are allowed only during dry weather and help alleviate ocean pollution from non-point sources,a significant contributor to ocean degradation.OCSD's Environmental Compliance Division administers the program and has issued 19 discharge permits to date. Per a 2013 Board resolution,OCSD agreed to treat up to 10 mgd of urban runoff at no cost to the dischargers. During 2015,the daily average urban runoff flow ranged from 0.36 to 1.33 mgd,with a cumulative total diversion of 307 million gallons. 1.2.2 Other Agency Ownership Rights 1.2.2.4 Santa Ana Water Project Authority The Santa Ana Water Project Authority (SAWPA)owns the right to discharge up to 30 mgd of wastewater into the OCSD service area collection system. This is a maximum regulated right that cannot exceed 30 mgd. The following agreements govern SAWPA discharges: 1. 1972 Wastewater Interceptor Capacity Agreement. 2. 1996 Treatment and Disposal Agreement (supersedes the 1972 Treatment and Disposal Agreement). 3. 2013 Settlement Agreement(amended the 1972 and 1996 agreements). SAWPA also has purchased rights in the treatment system for up to 30 mgd,with 17 mgd currently purchased in the treatment systems. Flows from SAWPA include wastewater discharged from the upper portion of the Santa Ana River outside the OCSD service area and treated water from the Stringfellow Superfund Site. These flows are discharged to OCSD's Santa Ana River Interceptor (SARI),which is tributary to Plant No.1.Since implementing the Groundwater Replenishment System(GWRS),these flows,which are not permitted for reclamation by the State Water Resources Control Board,Division of Drinking Water,are diverted from Plant No.1 to Plant No.2. 1.2.2.5 Irvine Ranch Water District IRWD owns and operates the sewer and treatment systems in OCSD's RA 14.This includes the rights to discharge treated,untreated,and wastewater solids into OCSD facilities. 1-2 Iv —Ph.\ pt lCCSDFl M17-CSDQ¢rtswb IU SFSTEMOVMrO�AW Numerous agreements,dating as far back as the mid-1980s,govern these discharges.For the collection system,the primary agreements are: 1. 3/3/1985-"JAO" Agreement(Sections 16 and 17). 2. 1/1/1986-Agreement(Sections 2 and 5). 3. 2/13/2008-Agreement. 4. 7/9/1986-Von Karman Trunk Agreement. 5. 8/12/1992-San Joaquin Hill Planned Community Agreement. 6. 8/11/1993-State Parks Agreement. 7. 7/1/2003-Irvine Business Complex Agreement. 8. 6/28/2010-Orange Park Acres Service Area Transfer Agreement. Smaller areas of IRWD and OCSD that are tributary to the other agencies'collection systems also have agreements.Similar to SAWPA,IRWD has treatment plant ownership rights independent of the collection system agreements.IRWD's ownership in the treatment plants is generally tied to the actual flows to OCSD for raw wastewater, wastewater solids,and treated water discharged to the ocean outfall system via the OCWD Green Acres Project(GAP) system. 1.3 Treatment Facilities Resource Recovery Plant No. 1 (Plant No.1),in the City of Fountain Valley,receives flow primarily from the eastern and inland puts of the service area. Exhibit 1-5 provides an overview of Plant No. 1. Treatment Plant No. 2(Plant No.2),in the City of Huntington Beach,receives flow from the western and coastal parts of the service area.Exhibit 1-6 provides an overview of Plant No.2. 1.4 Interplant Flow Routing Exhibits 1-3 and 14 show how flows are routed from the major trunk sheds.These routes are also listed in Table 1-1. TABLE 1-1 Influent Routm to OCSDTmatnent Plants Tributary Treatment Sewer Trunksheds Plant Diversions Plant Comment Euclid Plant No. Possible Plant No. 1 These areas are tributary to Plant Santa Ana(Talbert) 1 No. 1.Flows can be diverted to Plant Sunflower No.2 through available capacity in the Baker Main Interplant Diversion(IPD). (Airbase) pw\\Gmlb\Wrvmcma\COiwCh'OLSp10339M6RkMsreblesRU1]M6s¢rP6n\Clupter l MCM N17-MDO rixd 1-3 In SWUM0 MEW TABLE l-1 Influent Routung to OCS Tmatment Plants Tributary Treatment Sewer Trunksheds Plant Diversions Plant Comment Newhope-Placentia Plant No. Possible Plant No. 1 Most of this area is Tributary to Plant 1 (primarily) No. 1.Flows can be diverted to Plant (primarily) No.2 through available capacity in the IPD.Some Flows are routed to the SARI line(normally diverted to Plant No.2)through uncontrolled diversions or the Yorba Linda PS. Santa Ana River Plant No. Yes Plant No.2 This area is tributary to Plant No. 1, Interceptor(SARI) 1 but is always diverted to Plant No.2 through the IPD to avoid contact with OCWD's reclamation supply. Knott Plant No. Yes Plant No. 1 This area is tributary to Plant No.2, Miller-Holder 2 (by SAILS) but most flow can be diverted to Plant Magnolia-Bushard No. 1 through SALS. District 5&6 Plant No. Not Plant No.2 Tributary to Plant No.2,with no Coast 2 pouible means to divert Flows to Plant No. 1. Plant No.1 is upstream of Plant No. 2. Each Plant No. 1 trunk line can be diverted to Plant No.2 via the Interplant Diversion,depending on the available capacity in that line. Most flows that reach Plant No. 2 cannot be diverted to Plant No. 1.However,a number of diversions upstream of Plant No.2 allow upper portions of the collections system to be diverted to Plant No.2. The Knott and Magnolia/Bushard trunks are typically diverted through the Bushard Diversion Box and Knott Transition Structure to the Ellis trunk,Steve Anderson Lift Station(SALS),and Plant No. 1. Flows from the SARI line are tributary to Plant No.1. However,the water is not approved for reclamation and is diverted to Plant No.2 to avoid contact with the OCWD supply. Any treated effluent from Plant No.1 not directed to OCWD for reclamation,as well as reverse osmosis concentrate from the GWRS,flows by gravity to Plant No. 2.The flow travels through the 84-inch and 1204nch Interplant Pipelines for disposal through the Ocean Outfall system. 1.5 Effluent Disposal and Reclamation Treated effluent from OCSD is a major water supply for Orange County.Through partnership with OCWD,the OCWD GWRS produces 100 mgd for groundwater replenishment, and the OCWD GAP facility produces up to 6 mgd of reclaimed water. Effluent that is not reused is discharged through an ocean outfall system,which includes a 5-mile primary outfall, and two other permitted discharge facilities that can be used in special circumstances,as described below. 14 1 CCWD M17-IXSDQ¢rtswb 1U SFS'IEM1I0� • The primary 120-inch outfall (Discharge 001) extends 5 miles into the ocean and discharges approximately 200 feet below the ocean surface. • An emergency 78-inch outfall (Discharge 002)discharges over 1 mile from shore at a depth of 65 feet. • Two Emergency Overflow Weirs at Plant No. 2(Discharge 003) discharge directly to the Santa Ana River during an extreme emergency. • During peak wet weather events,OCWD receives up to 100 mgd of secondary effluent that can be discharged to the Santa Ana River pursuant to NPDES No. CA8000408. 1.5.1 GWRS Final Expansion OCSD and OCWD have started planning for the GWRS Final Expansion,which supports OCSD's strategic goal of maximizing water recycling and OCWD's goal of producing 130 million gallons per day(mgd)of purified recycled water.By supporting the GWRS Final Expansion,OCSD will be able to recycle most of the wastewater generated in its service area and treated at Plant No.1 and Plant No.2.Once this project is implemented,OCSD will deliver approximately 174 mgd of secondary effluent from both plants to GWRS for the Final Expansion and to the Green Acres Project(GAP)for Title 22 recycled water. However,as mentioned above,some of the flows from the SARI line we not approved for reclamation. To address this,OCSD is implementing a new project to separate and treat SARI and side-stream flows at Plant No.2 prior to disposal to the outfall. 1.6 Biosolids N1inagement In December 2003,OCSD completed the comprehensive Long-Range Biosolids Management Plan(LRBMP),which identified sustainable long-term options for biosolids beneficial use.This plan established fundamental guidelines for sustainable biosolids management through diversifying biosolids products,contractors,and markets. It also supported the use of the National Biosolids Partnership (NBP) environmental management system(EMS)for biosolids to support quality practices for biosolids operation.After completing this plan,OCSD implemented most of the recommendations,such as continuing land application and composting by private firms, which included supporting the development of new regional merchant compost facilities. To this day,OCSD continues to beneficially recycle its biosolids,maintaining a well- diversified management program. Approximately 50 percent of OCSD's biosolids me sent to one of several regional compost facilities,while the rest are sent to Western Arizona for land application.Because the region is densely populated and counties have specific application bans,the biosolids can be transported up to only 275 miles one way to land application or compost sites.Nonetheless,OCSD continues to monitor more local opportunities,including emerging technologies. pw\\Gmlb\Wrvmcma\COiwCN U]0339M6RkMsre*,W17 M6s¢rP6n\Clupter l MEM N17-OSDO.ervi ,d 1-5 IU SYSIE.104kR Currently,Plant No. 1 and Plant No.2 generate dewatered,Class B biosolids cake suitable for beneficial use.These biosolids either meet the 15-day minimum average detention time, the minimum average temperature of 95 degrees F,and the average volatile solids reduction of greater than 38 percent,or they are managed appropriately to meet regulatory requirements (OCSD 2016).Thus,the biosolids generated at both plants comply with the EPA requirements for pollutants,vector attraction, and Class B pathogen reduction. OCSD previously identified the need for process equipment and structural rehabilitation on the 18 aging digesters to maintain reliable operation at Plant No.2.OCSD has concerns with structural deterioration in the digester domes,which were built between 1959 and 1979. Anticipating the need for structural improvements,including dome replacements for multiple digesters,OCSD embarked on a structural/seismic hazard evaluation study. Using the results of this study,OCSD opted to replace existing digesters and associated facilities.Plant No.2 can accept pre-processed source separated organics(SSOs),which was the reason co-digestion was evaluated and ultimately deemed feasible. OCSD is now implementing Project No.PS15-01,Biosolids Master Plan(BMP),to provide a roadmap and framework for sustainable and cost-effective biosolids management options. The report consists of multiple technical memoranda that evaluate existing OCSD solids handling facilities, different treatment alternatives,and recommendations for future capital facilities improvements. The conceptual design for future digestion and food waste co-digestion facilities includes Temperature Phased Anaerobic Digestion(TPAD)processes,ancillary TPAD facilities,and food waste receiving facilities.The TPAD process facilities include six thermophilic digesters,six mesophilic digesters,two mesophilic holding tanks,six thermophilic Class A batch tanks,a digester feed facility,and TPAD sludge cooling. Ancillary facilities supporting TPAD operation include food waste receiving station, digester gas handling equipment,ferric chloride addition,hot water loop improvements, and new steam boilers.These food waste facilities would allow OCSD to receive source- separated organics for co-digestion. 1.7 Central Generation Facilities Another major source of resource recovery for OCSD is the Central Generation(Cengen) Facilities at Plant Nos. 1 and 2.The digesters on site produce digester gas,which is compressed,dried,and used as fuel in engine generators at the Cengen facilities to produce electric power.Excess high-pressure gas can be transported between Plant No. 1 and Plant No.2 using an interplant high-pressure digester gas line.This gas line also helps manage gas production spikes and keeps flaring to a minimum. The Cengen Systems are one of the three power supply sources providing electricity for process equipment and other uses throughout the plants.The Cengen engines have emission controls to meet the latest SCAQMD air quality requirements, allowing them to produce power using either natural gas,high-pressure digester gas,or a combination of both. 1. pwVC b\D,evreMs\ClemiCNOC$D'10319f'➢'VD'Ine®blea/IDI]Iv —Ph.\ pt I DFl M17-CSDQ¢rtswb OCSI) Service Area la�anrergam LA HABRA BREA YORBA FULLER LINDA PLACE TIA LA B IENA PL PRE S K ANAHEIM VILLA PA LOS NTO A AMITOS ORANGE ROE ROV SEAL EACH MINS ER v0 c m AN F ON T " ANA USTIN ALLE P'I HUNTI GT g A IRVINE F-hh opera, COSTA MESA Emmgengy OWwl S mlmem, 85lwt aiamemr NEWPORT BEACH IN Offimme Pipeline I\ 5 miles long N 10-trot tliameter a. Service area boundary Mna. Sewer pipelines PeNee4 Jonp 301 cri MEP:Map preWrea Mb'e Ift Reclamation Plant No.1(Pl) orange c°ur�'Smiva°n oivaa This map Treatment Plant No.2(P2) 'a'naH°ter en'rel map„ i°seen liana °I this detlna ryMutt Commit Pump and lift stations geCbaphltaunasnamon nopynglnea M Rana MWalIn Milt.All nights nesertM. O Unincorporated Orange County(white areas) eEvlsgn po l OCSD SERVICE AREA AND TREATMENT PLANT LOCATIONS EXHIBIT 1-1 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN cKANI LOGANSELEA Ir CrvI, "ICE ry LT 4. A Trunk Drainage 'N"CUS, Mani 1 Drainage Plant 2 Drainage 4 AIR RUSE TRUNK 41 DISTRICT 585 TRUNK D.-U.-Sers, 41 SI TRUNK dr CDASITRUNN TAssamonlreare, I NEI TRUNK 4F KNOTTTRUNK OCSD SEWER DRAINAGE AREAS pm.prar— CUNFLOSISITTRUNK dr IIISHARDTFUJINK CCED se— dr TAUSERTTRUNK dr M111ER4ROLDI dfl AANTAANATRUNK EXHIBIT 1-2 Donal Michelson Drainage NCTSTFUNK ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN =BUSHARD JUNCTION STRUCTURE M BUSHARD DIKRSICN BOX M F.O. INTERPLANT DNERSION KNOTT SAILSSUFLOWER TRANSIPON WA KNOTT / STRUCTURE MISC. SUNFLOWER / STE E ANDERSON LIFT STATIONARI / ocwD clues Bww / AP BW SLAG � / GWRS INFLUENT TALBERT SANTA AN ' k i PUMPING � CAP BAKER-MAIN AIRB / u TREATMENT / I ' / I =oUL C ' a u PLANT F o WATER - PS N� / PLANT NO. 1 / -- i i p ,-3 / ¢` o s' �c3 MAGNOLIA-BusxARD J � FgONORks M N IRT F e MAIN DISTRICT 5&6) 0111FALL Pl)LIPING p< ^/T \ q\'T ' OISCHAR I 003 OMDRR N MEIRS (EMERGNCY) / / v SURGE TONER �p PACIFIC OCEAN INTERPLANT DIVERSIONS EXHIBIT 1-3 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN PEPS niKUNG FLICKER K FFSE Al JB e EUMD MNK MRS BM SCflEEXS K HIA.TP 1RYXK CNPLIEERS PoEASiJ liPS CAPS CWS AG R BC P-M BEb 8 g NING Pul SPRI 1RUHK M@0 pG 8-1J SC 1-RB —EPT IDUNK IXPLYENT FAST k ) MEBT Bf12R-MAIN AVNK PS 1 SEA 6 SLB J WINGENRIT G51 D /. G<P SEA] X@iK GSTA'P'N PLANT A wAa aXPS. Ps P1NFWENT PWS D NIBUNM SALS PLANT NO. 1 INTERPLANT PIPELINES PLANT NO. 2 IXTFRPIANT wiER9a mnNNIPWAn.R vwvs vc LRo'WIFALL (4NTRLLTLN� 90E) PoAB gwARRFRB WBS DIVERSIDN PC PVS )R-WTPyy ©P (B o PRIM RY TiICKI1NG iiSG FLYNNO pG gLTiRS NEWPORi FOR MAIN Gry.1MBER5 MEII (G 40E) T9S 8 NFLVENT PULPS PLANT NO. 1 AND PLANT NO.2 HYDRAULIC SCHEMATIC EXHIBIT 1-4 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN — ° ..a.o ap �❑ � � F 9 0 sly fi iI �Le IY I f tP PLANT NO.1 EXHIBIT 1-5 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN Km_ 9, ^fie 0' 9011, �ePNOk �puS aft/ so"5' p"(DER PLAN 20�1 Draft Report Orange County Sanitation District Facilities Master Plan 2017 Chapter 2 Collections System November 2017 Contents Chapter 2 Section Page 2.0 Collections System......................................................................................................2-1 2.1 Introduction...................................................................................................................2-1 2.2 Trunk Sewers................................................................................................................2-1 2.2.1 Overview..............................................................................................................2-1 2.2.2 Hydraulic Capacity Evaluation........................................................................2-3 2.2.2.1 Background.........................................................................................2-3 2.2.2.2 Modeling Parameters.........................................................................2-3 2.3 Pump Stations and Force Mains.................................................................................2-3 2.3.1 Summary..............................................................................................................2-3 2.3.2 Communications to Off-site Stations&SCADA Interface...........................2-7 2.3.3 Operational Philosophy.....................................................................................2-7 2.3.3.1 Constant Speed Pumps......................................................................2-8 2.3.3.2 Variable Speed Pumps.......................................................................2-8 2.3.4 Pump Station and Force Main Descriptions...................................................2-9 2.3.4.1 Crystal Cove........................................................................................2-9 2.3.4.2 A Street...............................................................................................2-12 2.1.1.1 15th Street..........................................................................................2-14 2.1.1.2 Lido.....................................................................................................2-16 2.1.1.3 Bay Bridge..........................................................................................2-19 2.1.1.4 Rocky Point........................................................................................2-21 2.3.4.3 Bitter Point.........................................................................................2-24 2.1.1.5 Main Street.........................................................................................2-26 2.1.1.6 College Avenue.................................................................................2-29 2.1.1.7 Yorba Linda.......................................................................................2-31 2.1.1.8 Seal Beach..........................................................................................2-33 2.1.1.9 Slater...................................................................................................2-36 2.1.1.10 Westside.............................................................................................2-38 2.1.1.11 Edinger...............................................................................................241 2.1.1.12 MacArthur.........................................................................................243 2.2 Collections System Odor and Sulfide Control.......................................................245 2.2.1 OC3 Program Goals and Objectives...............................................................2-45 2.2.2 Dosing Locations..............................................................................................246 2.2.3 Collection System Odor Complaint Response..............................................247 2.2.4 Chemical Dosing History................................................................................248 2.2.5 Cooperative Efforts with Member Agencies.................................................248 2.2.6 Future Studies...................................................................................................249 2.4 References....................................................................................................................249 ff,/G lWNcumcros/OiwCNO U]0339M6RkMsre*,W17 M6s¢rP6MReper2 MDFW W17-G,k a Sy..m I Tables Table 2-1 Trunk Sewer System Pipeline Construction Periods........................................2-1 Table 2-2 Trunk Sewer System Pipeline Diameters...........................................................2-2 Table 2-3 Trunk Sewer System Pipeline Materials.............................................................2-2 Table 2-4 Pump Station And Force Main Summary..........................................................2-4 Table 2-5 Crystal Cove Pump Station Instrumentation and Control............................2-11 Table 2-6 Crystal Cove Pump Station Current Performance..........................................2-12 Table 2-7 A Street Pump Station Instrumentation And Control....................................2-13 Table 2-8 A Street Pump Station Current Performance...................................................2-14 Table 2-9 15th Street Pump Station Instrumentation And Control................................2-16 Table 2-10 15th Street Pump Station Current Performance..............................................2-16 Table 2-11 Lido Pump Station Instrumentation And Control..........................................2-18 Table 2-12 Lido Current Pump Station Performance.........................................................2-19 Table 2-13 Bay Bridge Pump Station Instrumentation and Control................................2-21 Table 2-14 Bay Bridge Pump Station Current Performance..............................................2-21 Table 2-15 Rocky Point Pump Station Instrumentation and Control..............................2-23 Table 2-16 Rocky Point Pump Station Current Performance............................................2-23 Table 2-17 Bitter Point Pump Station Instrumentation and Control...............................2-26 Table 2-18 Bitter Point Pump Station Current Performance.............................................2-26 Table 2-19 Main Street Pump Station Instrumentation And Control..............................2-28 Table 2-20 Main Street Pump Station Current Performance.............................................2-29 Table 2-21 College Avenue Pump Station Instrumentation And Control......................2-31 Table 2-22 College Avenue Pump Station Current Performance.....................................2-31 Table 2-23 Yorba Linda Pump Station Instrumentation And Control............................2-33 Table 2-24 Yorba Linda Pump Station Current Performance...........................................2-33 Table 2-25 Seal Beach Pump Station Instrumentation and Control.................................2-35 Table 2-26 Seal Beach Pump Station Current Performance..............................................2-36 Table 2-27 Slater Pump Station Instrumentation and Control.........................................2-38 Table 2-28 Slater Pump Station Current Performance.......................................................2-38 Table 2-29 Westside Pump Station Instrumentation and Control...................................2-40 Table 2-30 Westside Pump Station Current Performance.................................................2-41 Table 2-31 Edinger Pump Station Instrumentation and Control.....................................2-43 Table 2-32 Edinger Pump Station Current Performance...................................................2-43 Table 2-33 MacArthur Pump Station Instrumentation and Control................................2-45 Table 2-34 MacArthur Pump Station Current Performance.............................................2-45 Table 2-35 Active Regional Odor Control Dosing Facilities.............................................2-46 Table 2-36 Odor Control of Regional Trunk Lines without Installed Facilities.............2-47 0 pv//Cvo6vNcwrcnm/Ctiem2MlCSWW39�bWM7 h§ PleNQn 20(SDR&2017-C ,k Sp¢mdocx SOINIniPVNPFMMffS Figures Figure 2-1 A Street Pump Duty Sequence Selection.............................................................2-8 Figure 2-2 Typical Pump Station Layout...............................................................................2-9 Exhibits Exhibit 2-1 OCSD Service Area and Collection System Exhibit 2-2 Trunklines and Diversions pwllGmlWNcumcros/OiwCh'OLSD'10339M6RkMsreblesRU1]M6s¢rP6MReper2IXSDFhP W17-Cok a Sy.. LID 2.0 Collections System 2.1 Introduction This chapter of the Master Plan summarizes the collection system,including pipelines, pump stations,and force mains. Orange County Sanitation District(OCSD)'s 462-square mile service area is divided into 11 sewer sheds. Although all influent reaches the plants by gravity flow,15 off-site pump stations lift the wastewater within the collection system.OCSD owns and operates approximately 386 miles of regional trunk sewer (see Exhibits 2-1 and 2-2). 2.2 Trunk Sewers 2.2.1 Overview The trunk sewer system consists of pipelines,inverted siphons,manholes,and flow diversion structures. OCSD's trunk sewer system collects wastewater from the collection systems of local cities and conveys it to two treatment plants.These facilities are split into eight collection service areas that align with various cities within the County. Exhibits 2-1 and 2-2 show the local cities,collection service areas,and trunks within the service area. The 386 miles of active sewer pipelines were constructed from 1936 to 2015. Most were constructed between 1950 and 1979,making these pipes between 38 and 67 years old. Table 2-1 shows the construction and age of the trunk system by decade. TABLE 2-1 TmnkSewerSyWs mPipefine Constmction Periods Construction Age Range(Years) Miles Of Pipeline Percentage of Total Period System 1930-1939 79-87 2 0.5% 1940—1949 68-77 1 0.3% 1950—1959 58-67 112 29.0% 1960—1969 48-57 70 18.1% 1970-1979 38-47 90 23.3% 1980-1989 28-37 33 8.6% 1990—1999 18-27 48 12.4% 2000—2009 8-17 22 5.7% 2010-2017 0-7 8 2.1% Source:OCSD Collections Geodatabase,Sewer Main feature class Q.�l/CemlWPvwena/OkWCA'OCSD'10339AOWRMmebba2019 M16amvP§NQapav20C9DW+P N17-Comuure S,.. rce 2-1 20 COUIU N3 SVSM4 The trunk sewers vary in diameter from 4 inches to 108 inches,with 24 inches being the most prevalent.About half of the 386 miles of sewer pipelines are greater than 30 inches in diameter.Table 2-2 lists the miles of pipelines based on their diameter. TABLE 2-2 Thank Sewer SystemPipefine Dianeters Diameter(Inches) Mlles of Pipeline Percentage of Total System <12 8 2% 12-20 63 17% 21-30 118 32% 33-40 52 14% 41-54 60 16% 60-70 23 6% 72-108 44 12% Source:OCSD Collections Geodatabase,Sewer Main feature class The trunk sewer pipelines are constructed mainly of vitrified clay(VCP) and reinforced concrete (RCP).More than 60 percent is VCP,and more than 30 percent is RCP.Table 2-3 lists the primary groups of pipeline materials and the amount each is made of.In addition to these materials,many of the pipelines have been internally lined. TABLE 2-3 Tmnk Se SystemPipefine Mrternls Material Miles of Percentage Group Pipeline Materials pipeline of Total System Clay Vitrified Clay 243 63.0% Concrete Reinforced Concrete,Non-Reinforced Concrete 120 31.1% Metallic Cast Iron, Ductile Iron,Steel 7 1.8% Plastic Polyvinyl Chloride(PVC), High Density Polyethylene(HDPE), 15 3.9% Fiberglass Reinforced Plastic(FRP) Other Cured In Place Pipe(CIPP),and Unknown Materials 1 0.2% Of the 386 miles of pipelines,4 miles represent inverted siphons.Inverted siphons are a "U" shaped pipeline that conveys wastewater under an obstruction.OCSD's trunk sewer system includes 115 inverted siphon locations throughout the service area. In addition to the pipelines,the trunk sewer system includes more than 4,500 manholes. The manholes are constructed of concrete or fiberglass walls with interior liners that include polyurethane,polyvinyl chloride,and coal-tar epoxy. The trunk system also contains more than 100 diversion structures,where wastewater flow can be sent to multiple downstream pipelines. L2 2017-CdWfu�w Sp¢mdacx 2UCDIIECIp1S S151£M 2.2.2 Hydraulic Capacity Evaluation 2.2.2.1 Background Under project J-101,the April 2006 Strategic Plan Update (2006 SPU) developed a model to identify potential hydraulic capacity limitations in the regional collections system. The 2006 SPU identified locations where surcharging could occur during peak flow conditions and recommended that capacity improvements be considered there.These findings were further evaluated in the 2009 Facilities Master Plan.Many of the project recommendations were deemed unwarranted due to the depth of surcharge below ground level.However, a number of collection system projects have been moved forward and are currently identified as future projects,are in the design and construction phase, or have been completed. 2.2.2.2 Nbdeline Parameters The hydraulic model was developed using InfoWorks®CS 8.5 software,taking sewer network information from the OCSD geo database and flow monitoring information from the Long-Term Flow Monitoring Project Gob No.J-73-2).To project wastewater flows,census information and demographic data provided by the Center for Demographic Research was used.The hydraulic model simulated flow scenarios for years 2005,2010,2020,and 2030 under dry and wet weather conditions.The wet weather scenarios were based on a storm event with a ten percent chance of being exceeded in any one year(e.g.,a 10-year storm). The existing hydraulic model has transitioned to InfoWorkso ICM 6.5 software and will undergo a comprehensive update as part of the Collections Capacity Evaluation Study, PS15-08.The study will reevaluate the master planning effort completed for the 2006 Strategic Plan Update and 2009 Facilities Master Plan and will develop the model to a higher degree so OCSD staff can use it for more in-depth analysis.A current flow monitoring and hydraulic modeling project is underway to update this existing model. This work is expected to be completed in spring 2019 and will update OCSD's sewer capacity CIP. 2.3 Pump Stations and Force Nhins 2.3.1 Summary OCSD continues to rehabilitate and replace off-site pump stations to address condition and code compliance concerns. The off-site pump stations and force mains are identified and summarized in Table 24,along with pending projects. pwllCemlWWcweru/OiWGM'DCSD'Itl339PD14RMereblea201l M16axrP§NCReper20GSDFTP N17-Gkctionv S,..m 2-3 2.0 NIIECROfB SYSMI TABLE 24 Pump Station And Force Nam Sulnlmry Force Ain Total Siam.(No.of 7hnk Tine Pumping force Servicedby Fsergency Year Pmperry Pump Tory Standby Capacity' mains:diam in Pump Generator Correia Fuhne fame ponject Constructed Ownership Qty Pumps Pumps (Mx� inches) Station on Site Projects Projects Qysml 5-36 1995 Teased 2 1 1 1.50 2:8 Wr Yes NA '5-66:Crystal G. (Neepnl) CDW PmMmg Station Upgrade and Rehab" AStmet 5-52 2007 Owned 3 2 1 1.47 2:8 NPT No NA 'X041:A Saeet Pump Station Rehab" ISth Sheet 5-51 2007 Owned , 2 I 2.86 2:10 NPT No NA 'X-022: 15th Saeel Pump Station Rehab" Lido 541-1 2001 Teased 3 2 1 5.50 216 NPT No TVA 'X-023:Lido Pimp Station Rehab, fy B6e 5-12 1%5 and 1995 Leased 5 3 2 18.20 274 Wr Yes '5-67:Bay N/A 5-33 Bridge Purr' Slow. Reconstmctiwt" Rocky Point 5-50 2009 Owned 4 3 1 6.50 2:12 NPT Yes TVA 'X-024:Rocky Pour Pump Stan. Rehab" BuerPoina 549 21709 Owned 5 4 1 39.43 2:36 NPT Yes NA 'X-025:Bitter Pova Pump Station Rehab, 24 ff,, pa2k ICIeWCAOLSp10339A00/RM ,abkx 017 h6axrP6NCTeper2 MD11W W17-Coke sSys.m 20 CWEC11015 MMI TABLE 2d Purnp Station Ad Force Nbm Sulnlmry Force Ain Total Dim.(No.of Think Tine Pumping force Servicedby Fsergency Year Properly Pump Tory Standby Capacity' mains:diam in Pump Generator Current Future tame Project Constructed Ownership Qty Pumps Pumps OVIM) inches) Station on Site Projects Projects Nhm Street 7-7 1985 and 2001 Leased 10 8 2 60.00 2:36 SUN Yes NA '764:Nbm 7-7-1 1:30 (S-dc-r) SneetPump Station 7-7-2 Rehab" CollegeAe 7-47 2011 Teased 3 2 1 8.00 2:18 T319L(BaIsr) Ab TVA College Ave Pump Station Rehab" Yotba Linda 2-15 1974 Leased 3 2 1 11.50 — Nl1P — TVA '2-73:Yorba Obese) Linda Punip Station Pbandonnenf' Seal Beach 3-12 1970,1973, Leased 8 4 4 29.40 2:30 KM' No '362:Seal NA 3-12-1 and 1979 (Roca) Beach Pump Station Rehab, 3-12-2 Slater 11-17-1 1998 and 1997 Leased 5 4 l 28.80 274 KNr Yes TVA '11-34:Sister I1-17-2 Aknus Puna Station Rehab" Wealsde 3-52 2008 4 3 t 21.60 1:20 KNr Yes '364: WA Rehabdihation of %bstem Regional Sewers" 01105091OWISCIX ,,sn 2IX DF&2017-Cnllnvow Sp¢mdocwOA?490001 2-5 2.0 COIIFLTpf8 S5SMI TABLE 2J Pump Station And Force Nbm Sulnmry Force Ain Total Uiam.(No.of Thank Tine Pumping force Servicedby Fsergency Year Property Pump Tory Standby Capacity' mains:diam in Pump Generator Current Future ASme Project Constructed Ownership Qty Pumps Pumps (VIM) inches) Station on Site Projects Projects Edinger 11-7 1959,1965, 2 1 1 2,16 1:16 ENr N, NA `1I-33: 11-9 and 2014 Fdmger FR 12-035t,� Station Upgrade and Rehab" IvIacHUur 74B 1960 Lease 2 1 1 3.63 1:12 SUN TJo NA `763: hkcAd. Pont,Station Rehab" Capacity based on mfomution provided by the l%shict at a data collection meeting held on February 21,2017. Values shaven assmne duty prop capacity only,voth the exception ofCptal ODw Pub S%ton(W limblledcapacitysshorn). 21 pw/�/CtieWCA U]0339A00/RMerebka2017 s&e.,PleXIssper2 MDIW 2017-Nke sS,.tt 20 COnPCDDAS sSSirM11 2.3.2 Comnnmications to Off-site Stations &SCADAInterface Each off-site station has a communication link to Plant No. 1 so operations can control and monitor the off-site stations. These communication links are described in more detail in the Supervisory Control and Data Acquisition(SCADA) chapter of the Facilities Master Plan(FMP). However,a summary of these links is provided below for each station. Currently,there is no backup communication link to any off-site station. These stations are instead monitored on Digital Equipment Corporation(DEC)workstations,which are now obsolete. Based on the outcome of the SCADA replacement study,future projects will replace the DEC workstations. Current OCSD Standards for instrumentation and control have been implemented at some of the off-site pump stations. OCSD Standards for instrumentation and control are defined by the OCSD Process,Control,and Instruments (PC[) group and are not formally published.These standards have been recently upgraded to enhance the reliability of the off-site pump stations and include hardwired overrides to activate pumps even during a programmable logic controller(PLC)failure. The stations not meeting current control standards are noted in the descriptions for each pump station. Off-site pump stations that are not to standards lack remote control capability from SCADA and have only basic monitoring(ON/OFF,wet well levels,flows,and some alarming). The off-site pump stations designed to current standards function similarly to standard in-plant pump station design and have the following functionality: 1. Bypass contactors for pump variable frequency drives (VFD). 2. Hardwired override on high-high level. 3. Wet well cleaning cycles for wet wells designed with a hydraulic jump. 2.3.3 Operational Philosophy This section provides a general overview of the operational philosophy applicable to all OCSD pump stations.The operator can select from various pump sequences via the SCADA configuration screen,push buttons,or local control panel.The number of pump duty sequence selections available at each pump station depends on the number of pumps located at the station.The pump sequences are changed to maintain a similar run time for all pumps.For example,the A Street Pump Station has three pumps,meaning three pump duty sequence selections are available,as shown on the Copeland Roland Sequential Processor(CRISP) screenshot in Figure 2-1. pvl w6vLbcwrcnm/CkoVCAYICSD'10339POQM1l mbk Ml7 h§s¢rPIe� 2IXSDR,T 2017-COlkc Spwmd x L7 2.0 03UPC110?S St EM Figure 2.1 AStreet Purrp Dtiy Sequence Selection All pumps shall advance in order of the sequence in case a pump becomes unavailable for service.For example,if the lead pump fails,the lag pump becomes the lead and the standby becomes the lag pump.If the unavailable pump becomes available,the PLC will reinstate the pumps to the selected sequence positions. 2.3.3.1 Constant SrleedPumps The operator shall be able to adjust the set points that define when the PLC alters the operation status(ON/OFF) of the pumps via the SCADA system.The duty pump starts and stops as the wet well level rises and falls below set levels measured by level transmitters in the wet well. If the duty pump fails,the lag or standby pump will automatically sequence depending on the number of pumps at the pump station. Constant speed pump stations operate in a fill/draw mode. 2.3.3.2 Variable Sneed Pumos The operator shall be able to adjust the set points that define when the PLC alters the operation status(ON/OFF) of the pumps via the SCADA system.The lead pump starts and stops as the wet well level rises and drops below set levels measured by level transmitters within the wet well. To maintain a constant wet well level set between the start and stop levels of the lead pump,the PLC varies the speed of the lead pump. The lag and standby pumps start and stop based on the lead pumps' speed. If influent flows increase,the lead pumps speed increases to maintain the wet well level. If the lead pumps' speed increases above set levels,the PLC will start the lag pumps and will vary the speed to match the lead pumps' speed to maintain the specified wet well level.Once started,the lag pumps will stop as the lead pumps' speed decreases below set levels. If any duty pump fails,the lag or standby pump will automatically sequence depending on the number of pumps at the pump station. M ff,, MIDewenmKYkWC D(10339fO 1D mbka 019 hYwrPl aor2 MDM 2017-Nbeti S� wmJ 20 COnPCn0A555S'1EM 2.3.4 Pump Station and Force Ntin Descriptions FY}Na1M Cwnnm Fdp Man owv. FbwMM Fao M� V" 61'FMa Fau Man Brosaa awl Ba➢>e RWI wnn Swbn ow.. P P P PPM ✓WmF w m V M Rwl SECTION A-A Cammn gwN Fpp MYI SaOon L --i Y •®MaHV MaMMY LM MaaYmna' �+aw<Y 4anar 'V.aaPaaFYM on NmP Malun Figure 2.2 Typical PLm1p Station fayna[ 2.3.4.1 Crystal Cove 2.3.4.1.1 General Description The Crystal Cove Pump Station is located on the southeast side of the Pacific Coast Highway in the City of Newport Beach.This pump station was constructed in 1995,with no major rehabilitation occurring since. Crystal Cove Pump Station discharges into a gravity sewer that ultimately feeds into the Bay Bridge Pump Station wet well.The pump station was designed for a flow of 1.5 million gallons per day(MGD)at 102 feet of total dynamic head (TDH),based on information provided by the District at a data collection meeting on February 21,2017.This design capacity includes the future pump not yet installed at the pump station. 2.3.4.1.2 Structural The wet well is located on the south side of the pump station,with the dry well/pump room adjacent to the wet well on the north. The wet well is fed by a ductile iron gravity sewer and has two manhole covers at ground level to provide access for wet well cleaning and maintenance.A PVC liner was installed on all interior surfaces,except the floor,to protect the concrete from corrosion. The wet well has an Area Classification of Class I Division 1,per the National Fire Protection Association(NFPA)820. qvl/Gm6vLbcwrcnm/CkoVCAYICSD'10339POQM1lti,erebka201]h§s¢rPIeNQ�eptt20CnTNV 2017-COlkctims S,..d x L9 2.0 NnP(.'nOfB St TRd The pump room/dry well houses the pumps and suction discharge piping. The motor/control room is at ground level above the dry well housing the motors,MCCs,and VFDs,including a bathroom.The pump room has an Area Classification of Class I Division 2,and the motor/control room is considered a non-hazardous area,per NFPA 820. Lifting eyes,hatches, and skylights are located above each motor and pump to remove motors,pump shafts,pumps and other equipment.The pumps are situated on concrete pedestals. The emergency generator room is at ground level south of the motor room and connects to the pump station building.The emergency generator room is classified as a non-hazardous area, per NFPA 820. A valve vault is situated west of the pump station to provide access to valves on the force mains. 2.3.4.1.3 1lbchanical The pump station consists of two 40-horsepower (hp) extended,shaft-driven centrifugal pumps that operate in a one duty,one standby configuration. Drive shafts extend from the centrifugal pumps in the pump room to the motors at ground level within the control room. The suction piping extends into the wet well with a bell end,and the pumps discharge into a common header.A magnetic flow meter is installed on the common force main,which splits into two force mains within the valve vault.All piping at the pump station is ductile iron.Throughout the station,gate and plug valves are used for isolation.A concrete pedestal and suction and discharge piping were installed for a third future pump. In the pump room, duplex submersible sump pumps are located within a sump. The drainage and wash down water are pumped into the wet well. A 6-inch bypass riser is located in the valve vault,providing a means to bypass the pump station during a power outage.During an outage,portable pumps would pump out of the wet well,and temporary piping would connect to the bypass riser in the valve vault. Supply/exhaust fans ventilate the pump room and motor/control room.For the emergency generator room,ventilation is provided with intake louvers and an exhaust fan.A muffler is provided on the generator exhaust,and sound proofing is provided on the generator room interior walls. 2.3.4.1.4 Force Mons The Crystal Cove Pump Station discharges into two 8-inch ductile iron force mains.The force mains travel west approximately 105 feet before connecting to the 8-inch ductile iron force mains in the Pacific Coast Highway.An access manhole is located at the end of the dual 8-inch ductile iron force mains where the system returns to gravity flow.Access to the force main does not exist until the system returns to gravity flow 6,000 downstream at a manhole. 2.3.4.1.5 Electrical Southern California Edison (SCE) delivers power to the pump station via a pad-mounted transformer on the west end of the pump station building. 2-10 pwIMSMIaTxwenm/CtleWCAUCSD'10339fOW mbke O17 M1Ywr Pl apr2 MD W17-Nbca 3lawn 20 COIIPCnIAS smsnad The normal power supply is provided through a 600A,480V,3�,four-wire service entrance switchboard,or main switchboard(MSB),located in the motor room. Lighting and single-phase loads are powered by a 25kVA,480-120/240V,10,three-wire dry-type transformer via Panel "A" located in the motor room. Standby power is achieved through a 225A,480V,30, four-wire automatic transfer switch(ATS) inside the switchboard lineup.A 125kW,277/480V,30,4 wire standby diesel fueled generator is installed on site.A 17-hour fuel source is located inside the generator building. A weatherproof 200A,480V,30, 4 wire pin-sleeve type receptacle is available for a portable generator connection. Pumps 1 and 2 are each operated using a solid-state starter as part of the motor control center (MCC)lineup,which allows reduced power to the motor upon start up. 2.3.4.1.6 Instrumentation and Control This pump station does not have a CRISP work station. The station has an uninterruptible power supply(UPS) to keep specific equipment operating during a power outage. The instrumentation and controls for this station are summarized in Table 2-5 below. TABLE 2-5 Crystal Cove Pump Station Instrumentation and Control ISC Element Detail Station Crystal Cove Pump PLC Type Modicon Quantum Single Central Processing Unit(CPU) Human Machine Interface(HMI) None Primary Communication Link Multiprotocol label switching(MPLS) Back Up Communication Link None Meets current OCSD Control Standards? No Note:PddWml OCSDConeol Standards for offdde pump stations can be f odn Section 2.3.2`Conmmraaons to Off-sde Stations& SCADAINedacs." 2.3.4.1.7 Odor Control Crystal Cove Pump Station has odor control facilities.Additional information can be found in Table 2-35,Active Regional Odor Control Dosing Facilities. 2.3.4.1.8 Current Perhmnance Current performance data for Crystal Cove Pump Station is summarized in Table 2-6. qvl/Gm6vLbcwrctii/CkoVCAYICSD'10339POQM1lti,erebka20rh§s¢rPIeNQ�eptt2 ll(SDF 2017-COlkctims S,..d x 2-11 2.009IPCn0?8 St TD4 TABLE 26 Qystal Cove Pump Station Camera Perurmance Average Hourly Flow(MGD) Peak Hourly Flow(MGD) 0.15 2.13 Source:OCSD Recorded Influent Pump Station Flows-December 2015 to December 2016 Note: Faulty equipment(flow meters), pump improvements(impellers),or operating conditions may contribute to some peak hourly flows exceeding pump design capacity shown in Table 2-4. 2.3.4.2 AStreet 2.3.4.2.1 General ascription The A Street Pump Station is located on the north side of Balboa Blvd and west of A Street in the City of Newport Beach.This pump station pumps wastewater generated only from the City of Newport Beach and feeds into the wet well at 15th Street Pump Station.The original pump station was beneath Balboa Blvd,south of the new pump station,and was replaced with the new A Street Pump Station in 2007.This pump station was designed for a flow of 1.47 MGD with a TDH of 20 feet,based on information provided by the District at a data collection meeting held on February 21,2017. 2.3.4.2.2 Structural The wet well is located on the north side of the pump station,with the dry well/pump room adjacent to the wet well on the south.The wet well is fed by a VCP gravity sewer and has six H-20 rated access hatches at ground level to access the wet well for cleaning and maintenance. The wet well was designed to be self-cleaning and has a shop-fabricated stainless steel base that was welded to line the wet well base. The wet well has an Area Classification of Class I Division 1,Group D,per NFPA 820. The pump room and mezzanine comprise the dry well and house the pumps,motors,and suction/discharge piping.The dry well has an Area Classification of Class I Division 2,Group D,per NFPA 820. In the dry well,a bridge crane removes pumps/motors and other equipment as needed.The pumps are located on concrete pedestals. The electrical room is at ground level above the dry well housing the MCCs and VFDs.This room also contains a bathroom.The electrical room is an unclassified area,per NFPA 820. 2.3.4.2.3 Ivgchanical The pump station consists of three 6.8-hp screw centrifugal, dry pit submersible pumps that operate in a two duty,one standby configuration. The suction piping extends into the wet well with a bell end,and the pumps discharge into a common header. An 8-inch magnetic flow meter is on the common force main,and bypass piping and valving are provided to bypass flows when the flow meter undergoes maintenance.The force main splits into two force mains within the pump station.For isolation,plug valves are used throughout the station.All piping at the pump station is steel.After leaving the pump station building,the pipe material of the force mains changes from steel to ductile iron. Duplex submersible sump pumps are located within a sump in the pump room. Drainage and wash down water are pumped into the wet well. 2-12 pwIMSMIaTxwenm/CbeWCA 910339fOVDtwmbko2017 M1YwrPl apr20CSDPIM 2017-0,bce 9lattv 20 COIrPCn0AS 55 TOM A 4-inch recycle line leaves the common discharge pipe and discharges into the wet well.A magnetic flow meter is located on the recycle line. Through valving,the force mains can route flow back to the wet well.An 8-inch bypass riser is located in a valve box,providing a means to bypass the pump station during a power outage.During an outage,portable pumps would pump out of the wet well, and temporary piping would connect to the bypass riser in the valve box. Supply/exhaust fans ventilate the pump room.The electrical room also has an air conditioning system. 2.3.4.2.4 Force Mains The A Street Pump Station discharges into two 8-inch ductile iron force mains.The force mains travel approximately 60 feet before connecting to a manhole in Balboa Blvd that feeds into a 15- inch VCP gravity sewer pipe.The force mains' discharge manhole in Balboa Blvd provides access to perform condition assessments on the force mains. 2.3.4.2.5 Electrical SCE delivers power to this pump station via a pad-mounted transformer on the southwest end of the pump station building. The normal power supply is provided through a 600A,277/480V,30,four-wire service entrance switchboard in the south exterior end of the building.Lighting and single-phase loads are powered by a 30kVA,480-120/208V,4,four-wire dry-type transformer via Panel"PPl" in the electrical room. No emergency standby generator is on site. A weatherproof 200A,480V,30, 4 wire pin-sleeve type receptacle is available for a portable generator connection. Main Pumps 1,2,and 3 are each operated using variable frequency drives(VFDs)with bypass contactors as part of the motor control center lineup.Sump Pumps 1 and 2 use industrial-type receptacles for power,and operate through motor starters. 2.3.4.2.6 Instrumentation and Control The instrumentation and controls for this station are summarized in Table 2-7 below. TABLE 2.7 A Street Pump Station 51strumentation And Control 13C Element Detail Station A Street PLC Type Modicon Quantum Redundant CPU HMI DEC CRISP Workstation Primary Communication Link MPLS Back Up Communication Link None Meets current OCSD Control Standards? Yes Noce:Addwnal OCSDCrnvml Standards Gm offsde pump stations can be bond in Section 2.3.2`C.am mmtons to Off-sde Stations& SCADAInterface" pvl w6vLbcwrcnm/CkoVCAYDIW39POQM1l mbka201]h§ PIe� 2OSMM 2017-COlkc Spwmdxx 2-13 2.0 NmECllOta St TE I A CRISP work station is located in the electrical room.The pump station has a DEC workstation,which is now obsolete. The pump station has a UPS to keep specific equipment operating during a power outage. 2.3.4.2.7 Odor Control Odor control is not present at the A Street Pump Station. 2.3.4.2.8 Current Performance Current performance data for the A Street Pump Station is summarized in Table 2-8. TABIE2$ AStr et Pump Station Onent Perbmence Average Hourly Flow(MOD) Peak Hourly Flow(MOD) 0.19 1.72 Source:OCSD Recorded Influent Pump Station Flows-December 2015 to December 2016 Note: Faulty equipment(flow meters), pump improvements(impellers),or operating conditions may contribute to some peak hourly flows exceeding pump design capacity shown in Table 2-4. 2.1.1.1 15th Street 2.3.4.2.9 General Description The 15th Street Pump Station is located on the north side of Balboa Blvd and west of 15th Street in the City of Newport Beach.This pump station pumps wastewater generated only from the City of Newport Beach and feeds into the wet well of Lido Pump Station. The original pump station in this area was the 14th Street Pump Station,located beneath Balboa Blvd.This pump station was replaced with the new station in 2006.The pump station was designed for a flow of 2.86 MGD at 21 feet of TDH,based on information provided by the District at a data collection meeting held on February 21,2017. 2.3.4.2.10 Structural The wet well is located on the east side of the pump station,with the dry well/pump room adjacent to the wet well on the west.The wet well is fed by a VCP gravity sewer and has six H-20 rated access hatches at ground level.It was designed to be self-cleaning and has a shop- fabricated stainless steel base welded to line the wet well base.The wet well has an Area Classification of Class I Division 1,per NFPA 820. The pump room and mezzanine comprise the dry well and house the pumps,motors,and suction/discharge piping.The dry well has an Area Classification of Class I Division 2,per NFPA 820. Two bridge cranes are located in the dry well, one to remove pumps/motors and the other to remove valves and flow meters as needed.The pumps are situated on concrete pedestals. The electrical room is located at ground level and houses the MCCs and VFDs.The room also contains a bathroom.The electrical room is an unclassified area,per NFPA 820. 2-14 pwIMSMIaTswenm/CtleWC 910339fOW mbke 017M1YwrPl apr2MDMW17-Nbecti Slaws 20 COnPCnnA555S'irM1l 2.3.4.2.11 Mchanical The pump station consists of three 9.7-hp screw centrifugal,dry pit submersible pumps that operate in a two duty,one standby configuration. The suction piping extends into the wet well with a bell end,and the pumps discharge into a common header. A magnetic flow meter is installed on the common force main,and bypass piping and valving are provided to bypass flows when the flow meter undergoes maintenance.The force main splits into two force mains within the pump station.Throughout the station,plug valves are used for isolation. All piping at the pump station is steel.After leaving the pump station building,the pipe material of the force mains changes from steel to ductile iron. Duplex submersible sump pumps are located within a sump in the pump room. Drainage and wash down water are pumped into the wet well. A 44nch recycle line exits the common discharge pipe and discharges into the wet well. A magnetic flow meter is located on the recycle line.The force mains can route flow back to the wet well through valving.A 10-inch bypass riser is located in a valve box,providing a means to bypass the pump station during a power outage.During an outage,portable pumps would pump out of the wet well,and temporary piping would connect to the bypass riser in the valve box. Supply/exhaust fans ventilate the pump room. The electrical room has an air conditioning system. 2.3.4.2.12 Force Was The 15th Street Pump Station discharges into two 10-inch ductile iron force mains.The force mains travel approximately 70 feet before connecting to a manhole in Balboa Blvd that feeds into an existing 21-inch VCP gravity sewer pipe.The force main discharge manhole in Balboa Blvd can provide access to perform condition assessments on the force mains. 2.3.4.2.13 Electrical SCE delivers this pump stations power via a pad-mounted transformer located on the north end of the pump station building. The normal power supply is provided through a 600A,277/480V,30,four-wire service entrance switchboard on the north end of the property,inside a weatherproof enclosure.The main feeder conduit and conductors are installed underground from the service entrance switchboard to the motor control center in the electrical room. Lighting and single-phase loads are powered by a 30kVA,480-120/208V,30,four-wire dry-type transformer via Panel"PPP' in the electrical room. No emergency standby generator is on site.A weatherproof 200A,480V,3�, 44 wire pin-sleeve type receptacle is available for a portable generator connection. Main Pumps 1,2,and 3 are each operated using VFDs with bypass contactors as part of the motor control center lineup.Sump Pumps 1 and 2 use industrial-type receptacles for power, and operate through motor starters. qvl/Gm6vLbcwrcnm/CkoVCAYICSD'10339POQM1lti,erebk Ml7 h .PkWOcp 2OoDFW 2017-COlkctims S,..d x 2-15 2.0 CULU n0?S St MM 2.3.4.2.14 Instrumentation and Control A CRISP workstation is located in the electrical/control room.The pump station has a DEC workstation,which is now obsolete. The station has a UPS to keep specific equipment operating during a power outage. The instrumentation and controls for this station are summarized in Table 2-9 below. TABLE 2-9 15th Stiee[Pump Statism lnsumrenlation And Control I&C Element Detail Station 15'h Street PLC Type Modicon Quantum/Redundant CPU HMI DEC CRISP Workstation Primary Communication Link MPLS Back Up Communication Link None Meets current OCSD Control Standards? No Note:Additional OCSD Control Standards for off-site pump stations can be found in Section 2.3.2 "Communications to Off-site Stations&SCADA Interface." 2.3.4.2.15 Odor Control Odor control is not present at the 15th Street Pump Station. 2.3.4.2.16 Current Performance Current performance data for the 15th Street Pump Station is summarized in Table 2-10. TABLE 2-10 15ih Sneer Pump Station Current Perbmmnce Average Hourly Flow(MGD) Peak Hourly Flow(MGD) 0.68 3.86 Source:OCSD Recorded Influent Pump Station Flows-December 2015 to December 2016 Note: Faulty equipment(flow meters), pump improvements(impellers), or operating conditions may contribute to some peak hourly flows exceeding pump design capacity shown in Table 2-4. 2.1.1.2 lido 2.3.4.2.17 General Description The Lido Pump Station is located in an alley west of Newport Blvd and south of Short Street in the City of Newport Beach and is an integral part of the Newport Force Main Network. The original pump station was located off the Pacific Coast Highway and Newport Blvd,but was replaced with the new station in 2001.The pump station was designed for a flow of 5.5 MCD at 93 feet of TDH,based on information provided by the District at a data collection meeting held on February 21,2017. 2-16 ff,, IaTxwenm/CtleWCAUCS990339f 1b,nbke 017 Nhewr Plu✓ ae r2 MDM 2017-Cb&c6xv 3lawn 20 COnPCn0AS MTEM 2.3.4.2.18 Structural The wet well is located on the east side of the pump station with the dry well/pump room adjacent to the wet well on the west.The wet well is fed by a VCP gravity sewer with a cast-in- place PVC Liner installed on all of the wet well's walls to protect the concrete from corrosion. The only part of the wet wall not lined is the base.Three access hatches are located at ground level to provide access for cleaning and maintenance. The wet well has an Area Classification of Class I Division 1,per NFPA 820. The pump room/dry well houses the pumps and suction/discharge piping and has an Area Classification of Class I Division 2,per NFPA 820.A bridge crane is not located at this pump station.Manholes are located above the pumps so they can be pulled out for maintenance. The pumps are located on concrete pedestals. The electrical/control room is located at ground level south of the pump room and wet well in a separate building and houses the MCCs and VFDs.The room also contains a bathroom.The electrical/control room is an unclassified area,per NFPA 820. 2.3.4.2.19 Ivtchanical The pump station consists of three 84.4-hp dry pit submersible centrifugal pumps that operate in a two duty,one standby configuration. The suction piping extends into the wet well with a bell end,and the pumps discharge into a common header.A magnetic flow meter is installed on the common force main.The common force main splits into two force mains within the pump station.Throughout the station,plug valves are used for isolation.All piping at the pump station is steel.After leaving the pump station building,the pipe material in the force mains changes from steel to ductile iron. Duplex submersible sump pumps are located within a sump in the pump room. This drainage and wash down water are pumped into the wet well. This pump station does not have a recycle line and force main bypass piping. Supply/exhaust fans ventilate the pump room.The electrical room has an air conditioning system,and the bathroom has ducting with fans for ventilation. 2.3.4.2.20 Force Mrins The Lido Pump Station discharges into two 16-inch ductile iron force mains known as the East Lido Force Main and West Lido Force Main. The East Lido Force Main travels approximately 210 feet before increasing to a 20-inch ductile iron force main that travels northward on Newport Boulevard and is braced on the side of the bridge over the Newport Channel.Force main access manways/manholes are not currently located on the East Lido force main,but access manways/manholes will be provided as part of Project No.FE15-10 to provide access to perform condition assessments on the force main.The East Lido Force Main connects to the 36- inch outer diameter HDPE Newport Force Main(north barrel).West Lido Force Main travels approximately 205 feet before connecting to the CIPP lined 24-inch ductile iron force main.The West Lido Force Main was rehabilitated in 2015 as part of Project No.5-60.Force main access manways/manholes are located on the CIPP West Lido force main to provide access for condition assessments on the force main.The West Lido Force Main travels northward on Newport Boulevard and under the Newport Channel before connecting to the 32-inch outer diameter HDPE Newport Force Main(south barrel). qvl/Gm6vLbcwrcnm/CkoVCAYICSD'10339POQM1lti,erebk Ml7 h .PIe� 2MSDF 2017-COlkctims S,..d x 2-17 2.0 03IIFL'l10?S Sty' Both the North and South Newport Force Mains were replaced in 2015 as part of Project No. 5- 60.The rehabilitation of the East Lido Force Main is estimated to finish in early 2018 as part of Project No.FE15-10. 2.3.4.2.21 Electrical SCE provides power to this pump station via a pad-mounted transformer on the north end of the pump station building. The normal power supply is provided through an 800A,480V,4,three-wire service entrance switchboard located in the electrical room.Lighting and single-phase loads are powered by a 45kVA,480-120/208V,30,four-wire dry-type transformer via Panel"A" in the electrical room. No emergency standby generator is installed on site.A weatherproof 200A,480V,3�, 4 wire pin-sleeve type receptacle is available for a portable generator connection. Pumps 1 and 2 are each operated using standalone VFD cabinets with bypass contactors via the motor control center.As part of the motor control center lineup,Pump 3 is operated through an across-the-line motor starter,which allows full power to the motor upon start-up. Sump Pumps 1 and 2 are operated through motor starters as part of the motor control center lineup. 2.3.4.2.22 Instrumentation and Control A CRISP workstation is located in the electrical room.The pump station has a DEC workstation, which is now obsolete. A UPS is located east of the electrical/control room within the same building to keep specific equipment operating during a power outage. The instrumentation and controls for this station are summarized in Table 2-11 below. TABLE 2-11 Lido Purrp Station lnstrurlentabon And Control I&C Element Detail Station Lido PLC Type Modicon Quantum Redundant CPU HMI DEC CRISP Workstation Primary Communication Link MPLS Back Up Communication Link None Meets current OCSD Control Standards? Partially Na -Addi IOCSDCormol Standards bcoEate pump stations canbe bmrdn Section2.3.2"Corrmmicamns mOffabe Stmons& SCADAIner6ce" lbte:Lido vas the faststation upgraded W the irnpmuzd stsrdards.Some newer up8ades at Lib hae not been rMlemented. 2.3.4.2.23 Odor Control Odor control is not present at the Lido Pump Station. b19 pwI�/CtleWCA 910339fOWRtlwm*b 019 M1YwrPl aper2 MDPIM 2n17-0,bca 9Wax 20 COnPCn0A5 s5STEu 2.3.4.2.24 Current Performance Current performance data for the Lido Pump Station is summarized in Table 2-12. TAB E2-12 Lido Cment Pump Station Petbmance Average Hourly Flow(MOD) Peak Hourly Flow(MOD) 1.45 10.00 Source: OCSD Recorded Influent Pump Station Flows-December 2015 to December 2016. Note: Faulty equipment(flow meters), pump improvements(impellers),or operating conditions may contribute to some peak hourly flows exceeding pump design capacity shown in Table 2-4. 2.1.1.3 Bay Bridge 2.3.4.2.25 General Description The Bay Bridge Pump Station is located just north of the Pacific Coast Highway and west of N Bayside Drive in the City of Newport Beach.This pump station is the oldest of the off-site pump stations within the Newport Force Main Network and is an integral component of the network. The original pump station was constructed in 1966,with only two pumps installed. In 1995,the pump station was rehabilitated to include two new pumps,replace two existing pumps,and install piping for a fifth pump in the future. In 2014,under Project No.5-60,a fifth 25O-hp pump was installed at the Bay Bridge Pump Station. The pump station was designed for 18.2 MGD at 93 feet of TDH,based on information provided by the District at a data collection meeting held on February 21,2017.The Bay Bridge Pump Station has reached the end of its useful life and will be replaced in the new future.It will be relocated as part of Project No.5-67 with a new design flow of 18.5 MGD. 2.3.4.2.26 Structural The wet well is located on the east side of the pump station,with the dry well/pump and motor room adjacent to the wet well on the west.The wet well is fed by a VCP gravity sewer and has two access hatches at ground level to provide access for cleaning and maintenance.The wet well has an Area Classification of Class I Division 1,per NFPA 820. Based on the 5-33 As-Builts, a PVC liner in the wet well does not appear to be present. The pump room/dry well houses the pumps and suction/discharge piping. The motor room is at ground level above the dry well housing the motors,MCC's,and VFDs.The room also contains a bathroom.The pump and motor room have an Area Classification of Class I Division 2,per NFPA 820.Lifting eyes and skylights are above each motor and pump to remove motors, pump shafts,and pumps.The pumps are located on concrete pedestals. The generator building is also located at ground level,east of the pump station,and was installed during the 1995 rehabilitation. The generator building is not classified as a hazardous area,per NFPA 820. qvl/Gm6vLbcwrc�/CkoVCAYlCSm0339POQM1lti,erebka201]h§s¢rPIeNQ�eptt2 IXSDFMP 2017-CO4xc S,..&nx L19 2.0 NUPCTUNS StS' 2.3.4.2.27 Mechanical The pump station consists of five extended shaft-driven centrifugal pumps:three 250-hp pumps that operate two duty,one standby,and two 50-hp pumps that operate one duty,one standby. Drive shafts extend from the centrifugal pumps in the pump room to the motors at ground level within the control room.The suction piping extends into the wet well with a bell end,and the pumps discharge into a common header buried west of the pump station building.A magnetic flow meter is installed on the common force main in the meter vault that splits into two force mains. Throughout the station,gate valves are used for isolation.Suction piping is steel, whereas discharge piping and force mains are ductile iron. Duplex submersible sump pumps are located within a sump in the pump room. Drainage and wash down water are pumped into the wet well. Supply/exhaust fans ventilate the pump room and motor/control room. Ventilation for the generator room is provided with exhaust fans and an exhaust muffler. 2.3.4.2.28 Force Mains The Bay Bridge Pump Station discharges into the 32-inch outer diameter HDPE force main, known as the North Force Main of the Newport Force Main Network. It enters the 36-inch inner diameter DIP force main known as the South Force Main of the Newport Force Main Network. Both mains were replaced in 2015 as part of Project No.5-60. Force main access manways are located in the Bay Bridge Pump Station valve vault and provide access condition assessments on the North and South Force Mains. 2.3.4.2.29 Electrical SCE delivers this pump stations power via a pad-mounted transformer on the southeast end of the pump station building. The normal power supply is provided through a 1200A,277/480V,3�,four-wire service entrance switchboard in the motor room. Lighting and single-phase loads are powered by a 15kVA,480-120/240V,10, three-wire dry-type transformer via Panel"LB" in the motor room. Standby power is provided through a 1200A,480V,30, four-wire"ATS" as part of the switchboard lineup.A 600A manual transfer switch is located outside and is used to select power between the on-site standby generator and the generator receptacle. The 350kW standby diesel-fueled generator is located on site in the generator building.A 7-hour fuel source is located outside the generator building.The portable generator receptacle is a weatherproof industrial type. Pumps 2,3,4,and 5 are each operated with VFDs that have bypass contactors and are fed from the MCC in the station. 2.3.4.2.30 Instmmcntation and Control This pump station does not have a CRISP workstation.A UPS is located east of the electrical/control room within the same building to keep specific equipment operating during a power outage. The instrumentation and controls for this station are summarized in Table 2-13 below. 2-W pwIMSMIaTxwenm/CtleWCNOCSD'10339fOW mbke O17 M1Ywr Pl apr2 MD W17-Nbecti 3lawn 20 COIIPCnONS SIS'1EM TABLE 2-13 th Station Ino mxentatbn and Control 18C Element Detail Station Bay Bridge PLC Type Modicon Quantum Single CPU HMI None Primary Communication Link MPLS Back Up Communication Link None Meets current OCSD Control Standards? No Note:Addki naIOCSDCoa aoI Standards broffaic pump stations can be bumd in Section 2.3.2'Co mmuicati ns fo Offsile Stations& SCAI)Afinerbcc'. 2.3.4.2.31 Odor Control The Bay Bridge Pump Station has existing odor control facilities.Additional information can be found in Table 2-35,Active Regional Odor Control Dosing Stations. 2.3.4.2.32 Current Performance Current performance data for the Bay Bridge Pump Station is summarized in Table 2-14. TABLE 2-14 Bay Station Current Peckmrence Average Hourly Flow(MGD) Peak Hourly Flow(MGD) 3.15 19.99 Source:OCSD Recorded Influent Pump Station Flows-December 2015 to December 2016 Nkke:Faultyegnpment(9owmetersl pump minowmems(vnpellers),or operating conditons rmycontobnre to some peak Mulytbus exceeding pimp design capacirysboon in Table 24. 2.1.1.4 Rocky Point 2.3.4.2.1 General Description The Rocky Point Pump Station is located on the east side of the Pacific Coast Highway in the City of Newport Beach and is an integral part of the Newport Force Main Network.The original Rocky Point Pump Station was located on the west side of the Pacific Coast Highway and was replaced with the new station in 2011. The pump station was designed for 6.5 MGD at 67 feet of TDH,based on information provided by the District at a data collection meeting held on February 21,2017. 2.3.4.2.2 Structural The wet well is located on the south side of the pump station,with the dry well/pump room adjacent to the wet well on the north. The wet well is fed by a VCP gravity sewer and is designed to be self-cleaning.Five 36-inch and two 24-inch manhole covers at ground level provide access for wet well cleaning and maintenance.To protect the concrete from corrosion, qvl/Gm6vLbcwrc�/CkoVCAYICSD'10339POQM1ltirerebka201]h§s¢rPIeNQ�eptt20SDrWP 2017-COlkctims S,..,wx MI 2.0 NUFL'l10?S Sty' PVC T-Lock Liner was installed on the walls,trench walls,and ceiling of the wet well. The wet well has an Area Classification of Class I Division 1,per NFPA 820. The pump room and mezzanine comprise the dry well and house the pumps,motors,and suction/discharge piping. The dry well has an Area Classification of Class I Division 2,per NFPA 820. A bridge crane is located in the dry well to remove pumps/motors as needed.The pumps are located on concrete pedestals. The electrical room is located at ground level above the dry well.It houses the MCCs and VFDs and includes a bathroom.The electrical room is an unclassified area,per NFPA 820.The generator building is also at ground level and consists of a generator room and an electrical closet accessible from outside.The generator building is not classified as a hazardous area,per NFPA 820. 2.3.4.2.3 Xlechanical The pump station consists of four 47.8-hp screw centrifugal,dry pit submersible pumps that operate in a three duty,one standby configuration.The suction piping extends into the wet well with a bell end,and the pumps discharge into a common header. A magnetic flow meter is installed on the common force main that splits into two force mains within the pump station. Throughout the station,plug valves are used for isolation. All piping at the pump station is steel.The force mains'pipe material changes from steel to ductile iron after leaving the pump station building. Duplex submersible sump pumps are located within a sump in the pump room. Drainage and wash down water are pumped into the wet well. A 12-inch recycle line comes off the common discharge pipe and discharges into the sewer inlet manhole on the east side of the pump station building to promote wet well cleaning during low flows. A magnetic flow meter is located on the recycle line.A 164nch bypass riser is located in a valve box on the west end of the pump station,and two 12-inch bypass connections within the pump station provide a means to bypass the pump station during a power outage. During an outage,portable pumps would pump out of the wet well,and temporary piping would connect to the bypass riser in the valve box or within the pump station. Supply/exhaust fans ventilate the pump room with silencers and acoustical jacketing.The electrical room has an air conditioning system.The generator room has ventilation and silencers on the exhaust and acoustical insulation. 2.3.4.2.4 Force&hins The Rocky Point Pump Station discharges into two 124nch ductile iron force mains.The west force main travels approximately 70 feet prior to connecting to the 36-inch outer diameter HDPE force main known as the North Force Main of the Newport Force Main Network. The east force main travels approximately 120 feet before connecting to the 32-inch outer diameter HDPE force main known as the South Force Main of the Newport Force Main Network.Both force mains were replaced in 2015 as part of Project No.5-60.Force main access manways/manholes are located on the HDPE North and South Force Mains to provide access for a condition assessment on the force mains.The access manways were installed as part of Project No. 5-60. 2-22 pwIMSMIaTxwenm/CtleWCAUCSn10339f06r mbkeO17b o,r Pl apr2 MDMW17-Nbecti 9Wax 20 COIIECnnAS 55S'1Elu 2.3.4.2.5 Electrical SCE delivers power to this pump station via a pad-mounted transformer on the west end of the pump station building. The normal power supply is through a 600A,277/48OV,3�,four-wire service entrance switchboard located in the electrical building. Lighting and single-phase loads are powered by a 45kVA,480-120/208V,3+, four-wire dry-type transformer via"Panel LPV' Standby power is provided through a 600A,48OV,3�,three-wire"ATS" with manual bypass isolation.A 300kW,480V,30,four-wire standby diesel fueled generator is installed on site in the generator building along with an 18-hour rated fuel source.For fuel level monitoring,the building has a fuel tank level panel.There is no provision for a portable generator connection. All pumps operate with VFDs that have bypass contactors via motor control center"MCC-A" and"MCC-B."Sump Pumps 1 and 2 use industrial-type receptacles for power and operate through across-the-line motor starters. 2.3.4.2.6 Instrumentation and Control A CRISP workstation is located in the electrical/control room.The pump station has a DEC workstation,which is now obsolete. The station has a UPS to keep specific equipment operating during a power outage. The instrumentation and controls for this station are summarized in Table 2-15 below. TABLE 2-15 Rocky Port Pump,Station Itetnanematun and Control I&C Element Detail Station Rocky Point PLC Type Modicon Quantum Redundant CPU HMI DEC CRISP Workstation Primary Communication Link MPLS Back Up Communication Link None Meets current OCSD Control Standards? Yes NJIe:PddkarelOCSDCmNoI Standards foro&k punip stations canbe found in Section 2.3.2'Cun unraRms w O&iie Stations& SCAR Interface." 2.3.4.2.7 Odor Control Odor control is not present at the Rocky Point Pump Station. 2.3.4.2.8 Current Performance Current performance data for the Rocky Point Pump Station is summarized in Table 2-16. TABLE2-16 Rocky Point Pump Station CurrentPerfimmrce qvl/Gm6vLbcwrcnm/CkoVCAYICSD'10339POQM1lti,erebka201]Nto¢F wUhcp 2IXSDFM 2017-COlkctims Spwmdox 2-D 2.0 00UPC11o1S StSM4 Average Hourly Flow(MGD) Peak Hourly Flow(MGD) 1.35 8.46 Source:OCSD Recorded Influent Pump Station Flows-December 2015 to December 2016 Nate:Faultyetuprmut(Bowmetes),pump nyaumnents(mgellers),a opemtng condrions msycomin to some peakhourly Boys emeecing pump design capaclysho in Table 24. 2.3.4.3 Bitter Point 2.3.4.3.1 General Description The Bitter Point Pump Station is located on the north side of the Pacific Coast Highway in the City of Newport Beach and is an integral part of the Newport Force Main Network.The original Bitter Point Pump Station was located just west of the new station and was replaced in 2012. This pump station receives flow from local sewers and the Lido,Rocky Point,and Bay Bridge Pump Stations and conveys them to Plant No. 2 in Huntington Beach.The pump station was designed for a flow of 39.43 MGD at 73 feet of TDH,based on information provided by the District at a data collection meeting held on February 21,2017. 2.3.4.3.2 Structural The wet well is located on the north side of the pump station,with the dry well/pump room adjacent to the wet well on the south.The wet well is fed by two HDPE force mains and two HDPE gravity sewers that vary in pipe material upstream of the HDPE piping.The wet well is designed to be self-cleaning and has a PVC liner installed on the trench to protect the concrete from corrosion.Eleven inspection manhole covers,two instrument manhole covers,and two aluminum hatches at ground level provide access for cleaning and maintenance. The wet well has an Area Classification of Class I Division 1,per NFPA 820. The pump room and mezzanine comprise the dry well and house the pumps,motors,and suction/discharge piping. The dry well has an Area Classification of Class I Division 2,per NFPA 820. A bridge crane is located in the dry well to remove pumps,motors,and valves as needed. The pumps are located on concrete pedestals. The electrical room is located at ground level and houses the MCCs and VFDs.It also contains a bathroom.The electrical room is an unclassified area,per NFPA 820. The generator enclosure is also located at ground level over the east side of the dry well and is not classified as a hazardous area,per NFPA 820. A Chemical Treatment Area is located at ground level over the eastern most portion of the dry well. 2.3.4.3.3 Ivbchanical The pump station consists of five 175-hp screw centrifugal,dry pit submersible pumps that operate in a four duty,one standby configuration. The suction piping extends into the wet well with a bell end,and the pumps discharge into a common header. The header splits into two force mains within the pump station that operate one duty,one standby.A magnetic flow meter is installed on the east force main, and the two force mains have an interconnection within the pump station.Throughout the station,plug valves are used for isolation.All piping at the pump 2-N pwIMSMIaTxwenm/CtleWCN 910339fOW mbke 017M1YwrPl aper2MDMW17-Nbecti 3lawn 20 CAUICTOM s}snsa station is steel.The pipe material in the force mains change from steel to fusible PVC on the west force main and from steel to HDPE on the east force main. Duplex submersible sump pumps are located within a sump in the pump room. Drainage and wash down water are pumped into the wet well. Two 16-inch bypass connections exit the west force main into a vault above the wet well to provide a means to bypass the pump station during a power outage.During an outage,portable pumps would pump out of the wet well,and temporary piping would connect to the bypass riser in the valve box or within the pump station. Supply/exhaust fans ventilate the pump room and electrical/control room.Supply and exhaust louvers ventilate the generator room with. 2.3.4.3.4 Force Ivhins The Bitter Point Pump Station discharges into two force mains.The west force main starts as a nominal 42-inch HDPE pipe for 200 feet that connects to a ductile iron pipe.The ductile iron pipe is sliplined with HDPE for 4,285 feet and changes back to a nominal 42-inch HDPE pipe for the last 1,730 feet before reaching Plant No.2.The east force main is a nominal 42-inch HDPE pipe that travels approximately 6,745 feet before reaching Plant No.2.The force mains travel under the Santa Ana River in a common 964nch internal diameter steel casing pipe.Sewer force main access manways/manholes are located on the east and west force mains to provide access for condition assessments. 2.3.4.3.5 Electrical SCE delivers power to the pump station via a pad-mounted transformer on the west end of the pump station building. The normal power supply is provided through a 2000A,480V,30,three-wire service entrance switchboard in the electrical building. Lighting and single-phase loads are powered by a 75kVA,480-120/208V,3+,four-wire dry type transformer via"Panel A2." Standby power is provided through a 2000A,480V,3F,three-wire"ATS" with manual bypass isolation within the service entrance switchboard. A 1000kW standby diesel fueled generator is located on site in the generator building,along with a 19-hour rated fuel source.A fuel tank level panel is provided within the building for fuel level monitoring.There is no provision for portable generator connection on-site. All pumps operate using VFDs with bypass contactors and are fed from motor control center. Sump Pumps 1 and 2 use industrial-type receptacles for power and operate through across-the- line motor starters. 2.3.4.3.6 Instrumentation and Control A CRISP workstation is located in the electrical/control room.The pump station has a DEC workstation,which is now obsolete. The station has a UPS to keep specific equipment operating during a power outage.An external maintenance bypass switch is also provided so the equipment can be safely maintained. The instrumentation and controls for this station are summarized in Table 247. qvl/Gm6vLbcwrcnm/CkoVCAYICSD'10339POQM1lti,erebk Ml7 h§s¢rPIe� 2IXSDR&2017-COlkc S,..d x 2-25 2.0 OJnPCnO?8 Sty TABLE 2-17 BarerPomt Pump Station Instrumentation and Control ISC Element Detail Station Bitter Point PLC Type Modicon Quantum Redundant CPU HMI DEC CRISP Workstation Primary Communication Link Fiber Optic Link to P1 Back Up Communication Link None Meets current OCSD Control Standards? Yes hbte:adicawdsmgkmode Uberoptiknkw P1in grmed Cmanl Syswm(LCS). Note:Add4:iralOCSDContnt Standards broffsile pump stations can be fund in Section 2.3.2'Cmmeu icati ns to Offsie Stations& SCADAInterbce" 2.3.4.3.7 Odor Control An odor control system is not present at the Bitter Point Pump Station. 2.3.4.3.8 Current Perfomlance Current performance data for the Bitter Point Pump Station is summarized in Table 2-18. TABLE 2-I8 Bitter Point Twain Station Current Performance Average Hourly Flow(MOD) Peak Hourly Flow(MOD) 8.64 43.56 Source:OCSD Recorded Influent Pump Station Flows-December 2015 to December 2016 Note: Faulty equipment(flow meters), pump improvements(impellers),or operating conditions may contribute to some peak hourly flows exceeding pump design capacity shown in Table 24. 2.1.1.5 Ain Street 2.3.4.3.9 General Description The Main Street Pump Station is located on the north side of Main Street in the City of Irvine and has undergone rehabilitation since its original construction in 1985.A second set of pumps were installed on the east side of the station in 2001 under Project No. 7-7-1 and were replaced with WEMCO pumps in 2004,under Project No. 7-7-2.The pump stations east pumps were designed for a flow of 40 MGD at 56 feet of TDH.The west pumps were designed for a flow of 20 MGD at 27 feet of TDH,based on information provided by the District at a data collection meeting held on February 21,2017. 2.3.4.3.10 Structural The Main Street Pump Station has an east wet well and a west wet well,with the dry well/pump room located between the two.A 66-inch RCP gravity sewer enters the pump station and connects to a junction box. To feed the east and west wet wells,this junction box can 2-26 ff,, IaTxwenm/CtleWCN 910339fOW mbke 017 M1YwrPkavuaper2 ME M2017-Nbc6va Slum x 20 COnPCn0AS s5SIM route flows into two 48-inch RCP gravity sewers, depending on the slide gate's position.PVC liner was installed on the walls and ceiling of the wet well to protect the concrete from corrosion. Eight manhole covers at ground level provide access for cleaning and maintenance. The wet well has an Area Classification of Class I Division 1,per NFPA 820. The pump room/dry well includes the pumps and suction/discharge piping.The motor room is at ground level above the dry well housing the motors,MCCs,and VFDs. The room also contains a bathroom.The pump and motor room have an Area Classification of Class I Division 2,per NFPA 820.Lifting eyes are located above each motor and pump to remove motors,pump shafts,and pumps. The pumps are located on concrete pedestals. Three valve vaults are present on the south side of the pump station.These vaults house gate valves and return piping connections on the Baker East and Baker West Force Mains and a plug valve on the 30-inch Sunflower Force Main. The generator building is also located at ground level on the east side of the site and has a generator room and electrical closet. The generator building is not classified as a hazardous area,per NFPA 820. 2.3.4.3.11 Nbehanical The pump station consists of five 50-hp (west pumps) and five 200-hp (east pumps)extended, shaft-driven centrifugal pumps that operate in a four duty,one standby configuration on each side. Drive shafts extend from the centrifugal pumps in the pump room to the motors located at ground level within the control roam.The suction piping extends into the wet well with a bell end,and the pumps discharge into a common header on either side of the pump station.Three magnetic flow meters are installed at this pump station,with one on Baker East,another on Baker West,and a third on Sunflower Force Main.Throughout the station,plug and gate valves are used for isolation. All piping at the pump station is ductile iron. Duplex submersible sump pumps are located within a sump on the east and west side of the pump room. Drainage and wash down water are pumped into the wet wells. A 12-inch return line exits the East Baker and West Baker Force Mains in the valve vaults and is routed to its respective wet well.This pump station does not have force main bypass piping connections. Supply/exhaust fans ventilate the pump room and electrical/control room. Louvers and exhaust fans ventilate the generator room. 2.3.4.3.12 Force Mains The east pumps discharge into the 42-inch ductile iron force main,Baker East,and the west pumps discharge into a 30-inch ductile iron force main,the Sunflower Force Main.The third force main,Baker West,a 42-inch ductile iron force main,has a bulkhead and is not being operated.To perform condition assessments,the force main can be accessed through manways on both force mains located approximately 2,800 feet from the pump station. 2.3.4.3.13 Electrical SCE delivers this pump stations power via a 750kVA,12kV4160V,30,four-wire pad-mounted transformer on the northwest end of the property.This feeds a 600A,4160V,34,three-wire qvl/Gm6vLbcwrcnm/CkoVCAYICSD'10339POQM1lti,erebk Ml7 h .PIe� 2IXSDF 2017-COlkc S,..d x 2r 2.0 NnP(.'nOfB St EM "MCC1" which feed OCSD owned transformers"TV and"T2." The 225kVA,4160-480/277V, 30,four-wire pad-mounted transformer"Tl" supplies power to a 600A,480V,34,three-wire "MCC3" located in the motor room. The 1500kVA,4160-480/277V,30,four-wire,pad-mounted transformer"T2" supplies power to a 2000A,480V,4,four-wire generator switchboard located in the generator building electrical room. Both transformers are adjacent to the SCE transformer on the northwest end of the property. Standby power is provided to MCC 4 through a 2000 A,480V,4,four-wire"ATS#1" located within the generator switchboard line up.Standby power is provided to MCC 3 through a 600 A,480V,3�,four-wire"ATS#2" located within MCC 3. A 1250kW standby diesel-fueled generator is located on site in the generator building.The generator fuel source is from an underground diesel storage tank and is rated for 43 hours of operation. A fuel tank level panel is in the electrical closet for fuel level monitoring.An engine exhaust silencer is provided on the generator.A weatherproof 200A,480V,3�, 4 wire pin-sleeve type receptacle is available on the north exterior end of the pump station building for a portable generator connection.It can connect only to MCC 3. Lighting and single-phase loads in the pump station building are powered by a 25kVA,480- 120/240V,10, three-wire transformer"T3" and a 10kVA,480-120/240V,10, three-wire transformer"T4." Lighting and single-phase loads in the generator building are powered by a 15kVA,480V-120/240V,1�,three-wire transformer"T5" located in the generator building electrical closet. The five 50-hp west sewage pumps are operated by a combination of VFD and across-the-line motor starters. Pumps P1 and P5 are each operated with VFDs that have bypass contactors. Pumps P2,P3,and P4 are each operated with across-the-line motor starters. The five 200-hp east sewage pumps are operated by a combination of VFDs and solid-state starters.Pumps P6 and P10 are each powered by VFDs with bypass contactors.Pumps P7,P8, and P9 are each powered by solid-state motor starters. 2.3.4.3.14 Instrumentation and Control A CRISP workstation is located in the electrical/control room.The pump station has a DEC workstation,which is now obsolete. The station has a UPS to keep specific equipment operating during a power outage. The instrumentation and controls for this station are summarized in Table 2-19 below. TABLE 2-19 Ntin Street Pump Station lnstnunentatbn And Control I&C Element Detail Station Main Street Modicon Quantum (2) PLC Type East=Redundant West=Single CPU HMI DEC CRISP Workstation Primary Communication Link MPLS 2-29 PwIMSMIaTxwenm/CbeWCAUCS910339f06r mbke017M1 o,rPl apr2 MDmM 2017-ONbce 9Wax 10 COrrPCn0A5 S5Sr TABLE 2-19 Main Street Punp Station lastr u entatan And Control ISC Element Detail Back Up Communication Link None Meets current OCSD Control Standards? Yes Note:mi.StacetpS has tan pla,one br Fsstoctwe4 one 6'westaetu ll Note:Add¢bm1OCSDConnol Standards bro&*punq stations can be found in Section 2.3.2`CComwucations w Odste Stations& SCADALrlerface" 2.3.4.3.15 Odor Control The Main Street Pump Station has odor control facilities.Additional information can be found in Table 2-35,Active Regional Odor Control Dosing Facilities. 2.3.4.3.16 Current Performance Current performance data for the Main Street Pump Station is summarized in Table 2-20. TABLE2-20 Min Saeet Pump Station Current Perbmance Average Hourly Flow(MGD) Peak Hourly Flow(MGD) 4.79 28.80 Source:C C5D Recorded Influent Pump Station Flows-December 2015 to December 2016 Nate:Faulty egnynent(Bowmoxcs),pump upmwrrerss(bgelles),or operating conditions may combno,to some peak hourly aow exceeding pump design capacity shown in Table 24. 2.1.1.6 College Avenue 2.3.4.3.17 General Description The College Avenue Pump Station is located south of Gisler Avenue and east of College Avenue in the City of Costa Mesa.The original College Avenue Pump Station was rehabilitated/replaced in 2011.The pump station was designed for a flow of 8 MGD at 58 feet of TDH,based on information provided by the District at a data collection meeting held on February 21,2017. 2.3.4.3.18 Structural The wet well is located on the north side of the pump station,with the dry well/pump room adjacent to the wet well on the south.The wet well is fed by a gravity sewer and has three aluminum access hatches at ground level to provide access for cleaning and maintenance.An FRP composite laminate coating was installed on the walls and ceiling of the wet well to protect the concrete from corrosion.The wet well and dry well were rehabilitated under the 2011 project. The wet well has an Area Classification of Class I Division 1,Group D,per NFPA 820. The pump room/dry well includes the pumps,motors,and suction/discharge piping and has an Area Classification of Class I Division 2,Group D,per NFPA 820. The ceiling of the dry well contains sky lights so the pumps/motors can be removed as needed. The pumps are located on steel pump pedestals. qvl/Gm6vLbcwrc�m/CkoVCAYICSD'10339POQM1lti,erebka201]h§s¢rPIeNQ�eptt20CDFWP 2017-COlkctims Sp¢mdx. LN 2.0 NnFL'l10?S St TRd The electrical/control room,which includes a bathroom and electrical service panel room with outside access,are located at ground level south of the dry well. The electrical room houses the MCCs and VFDs.The electrical/control room is an unclassified area,per NFPA 820. A metering vault located on the west side of the electrical control room houses isolation plug valves and a flow meter for the two discharge force mains and drain/recycle line.The metering vault has an Area Classification of Class I Division 2,Group D,per NFPA 820. 2.3.4.3.19 Ntchanical The pump station consists of three 60-hp screw centrifugal,dry pit submersible pumps that operate in a two duty,one standby configuration. The suction piping extends into the wet well with a bell end,and the pumps discharge into a common header. A magnetic flow meter is installed on the common force main,which splits into two force mains within the pump station. Throughout the station,plug valves are used for isolation.All piping at the pump station is ductile iron. Duplex submersible sump pumps are located within a sump in the pump room. Drainage and wash down water are pumped into the wet well. A 14-inch drain/recycle line exits the discharge pipe and discharges into the wet well for pump and flow meter testing. Supply/exhaust fans ventilate the pump room.The electrical control room has an air conditioning system. 2.3.4.3.20 Force Mains The College Avenue Pump Station discharges into two 18-inch ductile iron force mains. The force mains connect to two 18-inch PVC force mains with restrained mechanical joints.The force mains can be accessed from a manhole approximately 1,200 feet downstream of the pump station,providing a means to perform condition assessment. 2.3.4.3.21 Electrical SCE delivers power to this pump station via a pad-mounted transformer on the south end of the pump station building. The normal power supply is provided by a 600A,480V,3�,four-wire service entrance switchboard in the electrical/control room.Lighting and single-phase loads are powered by a 30kVA,480-120/208V,3+,four-wire dry-type transformer via Panel"PP1"in the electrical/control room. No emergency standby generator is installed on site.A weatherproof 400A,480V,30,four-wire, pin-sleeve type receptacle is available on the south exterior end of the building for a portable generator connection. All pumps me operated using VFDs with bypass contactors and are fed from the motor control center lineup. Sump Pumps 1 and 2 use industrial-type receptacles and operate through across-the-line motor starters. 280 pwIMSMIaTxwenm/CtleWCNOCSD'10339fOW mbke O17 M1Ywr Pl apr2 MD W17-Nkca 3lawn 20 COIIPCnOAS MMM 2.3.4.3.22 Instrumentation and Control A CRISP work station is located in the electrical/control room.The pump station has a DEC workstation,which is now obsolete. The station has a UPS to keep specific equipment operating during a power outage. The instrumentation and controls for this station are summarized in Table 2-21 below. TABLE 2-21 ODUe a Avenue Pump Station Instrumentation And Control I&C Element Detail Station College Avenue PLC Type Modimn Quantum Redundant CPU HMI DEC CRISP Workstation Primary Communication Link MPLS Back Up Communication Link None Meets current OCSD Control Standards? Yes Not:Addit owlOCSDComml Standards 6roftsk pmrq stations can be found in Section 2.3.2'Conmmirataris W Olfsde Stataris& SCADAhaerface". 2.3.4.3.23 Odor Control A Vapex odor control unit,currently out of service,is located adjacent to the electrical/control room.The odor control unit can feed chemicals into the wet well at the College Avenue Pump Station. 2.3.4.3.24 Current Performance Current performance data for the College Avenue Pump Station is summarized in Table 2-22. TABLE 2.22 College Averrue Pump Station Cuaem Per&tmence Average Hourly Flow(MGD) Peak Hourly Flow(MGD) 1.93 11.92 Source:005D Recorded Influent Pump Station Flows-December 2015 to December 2016 Nate:Faukyegnpment(fiowmetaak pump rnpwcmeNs(npellem),oroperaang condeons mmyconhbme to some peakhomlymm exceeding pwap design capacity sham in Table 24. 2.1.1.7 Yorba Linda 2.3.4.3.25 General Description The Yorba Linda Pump Station is located on the southeast comer of Yorba Linda Boulevard and Associated Road on the California State University,Fullerton campus. Constructed in 1974,the Yorba Linda Pump Station was designed for a flow of 11.5 MGD at 60 feet of TDH,based on information provided by the District at a data collection meeting held on February 21,2017. qvl/Gm6vLbcwrc�/CkoVCAYICSD'10339POQM1lti,erebka201]Nta. Ie� 2OSDIM 2017-Colkcti S,..,wx 2-31 2.0 00UFL'l10?S Sty' The pump station will be abandoned as a part of Project No. 2-73,and the site may be converted to an odor control station in the future. 2.3.4.3.26 Structural The wet well is located on the west side of the pump station,with the dry well/pump room adjacent to the wet well on the east.The wet well is fed by a gravity sewer and has four manholes at ground level to provide access for cleaning and maintenance.A vinyl,plaster liner plate was installed on the wet well's walls and ceiling to protect the concrete from corrosion. The wet well has an Area Classification of Class I Division 1,per NFPA 820.While the station consists of three pumps,it was designed with two extra bays for future pumps. The pump room/dry well includes the pumps and suction/discharge piping,and the motor room is at ground level above the dry well housing the motors,MCCs,and VFDs. The pump and motor room have an Area Classification of Class I Division 2,per NFPA 820.Lifting eyes are located above each pump,and hoists are located in the motor and pump room so motors, pump shafts,and pumps can be removed. The pumps are situated on concrete pedestals. A valve vault on the north side of the pump station houses an isolation gate valve and a blind flange connection for pump station bypass. 2.3.4.3.27 Ivbchanical The pump station consists of three 100-hp extended shaft-driven centrifugal pumps that operate in a two duty,one standby configuration. Drive shafts extend from the centrifugal pumps in the pump room to the motors located at ground level within the motor room. The suction piping extends into the wet well, and the pumps discharge into a common header.The common force main within the pump station has a magnetic flow meter.Throughout the station,gate valves are used for isolation. All piping at the pump station is cast and ductile iron. A submersible sump pump is located within a sump in the pump room.Drainage and wash down water are pumped into the wet well. A 20-inch bypass riser is located in the valve vault for a means to bypass the pump station during a power outage.During a power outage,portable pumps would pump out of the wet well,and temporary piping would connect to the bypass riser in the valve vault. Supply/exhaust fans ventilate the pump and motor room. 2.3.4.3.28 Force bbins The Yorba Linda Pump Station discharges into a 304nche cast iron force main on the north side of the pump station before changing to ductile iron.An access manway in the valve vault and an access manhole located approximately 2,000 feet downstream of the Yorba Linda Pump Station provide access to perform condition assessments on the force main. 2.3.4.3.29 Electrical SCE delivers power to this pump station via a pad-mounted transformer on the south west end of the pump station building. The normal power supply is provided by a 1000A,480V,3�,three-wire service entrance switchboard in the motor room.Lighting and single-phase loads are powered by a 15kVA,480- 120/208V,4,four-wire dry-type transformer via Panel"A"located in the motor room. 232 pwIMSMIaTxwenm/CtleWCNOCSD'10339fOWRtlwn*b O17 AY.,Plu✓ .e ,2 MD W17-NDeatiab 3la.n 20 OJUBCmOAS 55STN An emergency standby generator is not on site.A weatherproof 60A,480V,30,four-wire pin- sleeve type receptacle is available for a portable generator connection inside the motor room. All pumps are operated using VFDs and are fed from the motor control center lineup. 2.3.4.3.30 Instrumentation and Control The instrumentation and controls for this station are summarized in Table 2-23 below. TABLE 2-23 Ymba Lmda Pump,Station mstnar3entaaanfiald Control I&C Element Detail Station Yorba Linda PLC Type Modicon Quantum HMI None Primary Communication Link MPLS Back Up Communication Link None Meets current OCSD Control Standards? No Noa,-Addnaml0CSDCamnl Standards broE-sire pump stations can be Snmd n Section 2.3.2`Commnicamns m Offsa Stati as& SCADAbterbce'. 2.3.4.3.31 Odor Control The Yorba Linda Pump Station will be abandoned as a part of Project No.2-73,and the site may be converted to an odor control station in the future. 2.3.4.3.32 Current Performance Current performance data for the Yorba Linda Pump Station is summarized in Table 2-24. TABLE 2-24 Yorba Linda Pump Station Current Perbimanee Average Hourly Flow(MGD) Peak Hourly Flow(MGD) 2.24 13.68 Source:005D Recorded Influent Pump Station Flows-December 2015 to December 2016 Mte:Faukyeguprmnt(fiowmexas),pump hnpmw reffi(wpellers),or operating condaom maycombute to some peakhourlyfiam exceeding pump design capacity shown in Table 24. 2.1.1.8 Seal Beach 2.3.4.3.33 General Description The Seal Beach Pump Station is located on the corner of Seal Beach Boulevard and Westminster Avenue in the City of Seal Beach. The Seal Beach Pump Station was constructed in 1970 and was expanded in 1979.The pump stations east pumps were designed for a flow of 29.40 MGD at 70 feet of TDH.The stations west pumps were designed for a flow of 14.70 MGD at 80 feet of TDH,based on information provided by the District at a data collection meeting held on February 21,2017. pal/ w6vLbcwrcnm/CkoVCAY DI0339POQM1l mbka201]h§ PIe� 2OCOFNP 2017-0,l 6w Sp¢m,wx L33 2.0 00nrC110?8 St TM The pump station is currently in design to be rehabilitated and upgraded by Project No. 3-62. The underground structures (wet wells and dry well)will be rehabilitated to address corrosion issues;a new motor room and electrical/control room win be constructed above ground;and all equipment will be replaced to meet current system and code requirements. Emergency generator and odor control facilities will be installed on site.The force mains will be slip-lined. Construction is expected to begin in 2018. 2.3.4.3.34 Structural The Seal Beach Pump Station has an east wet well and a west wet well,with the dry wen/pump room and motor/control room located between the two wet wells.RCP and VCP gravity sewers enter the pump station site and connect to a junction box.This junction box can route flows into two 36-inch VCP gravity sewers,depending on sluice gate positioning,to feed the east and west wet wells. Plastic liner was installed on the walls and ceiling of the wet wells to protect the concrete from corrosion.Three manhole covers at ground level provide access for cleaning and maintenance. The wet well has an Area Gassification of Class I Division 1,per NFPA 820. The pump room/dry well includes the pumps and suction/discharge piping.The motor room is at ground level above the dry well housing the motors,MCCs,and VFDs. The room also contains a bathroom.The pump and motor room have an Area Classification of Class I Division 2,per NFPA 820.The pumps are situated on concrete pedestals.Two valve vaults are on the south side of the pump station that house valves and bypass piping connections on the east and west force mains. 2.3.4.3.35 Ntchanical The pump station consists of four 100-hp and four 200-hp extended,shaft-driven centrifugal pumps (two 100 hp and two 200 hp and on each side of the pump station) that operate in a two duty,two standby configuration on each side. Drive shafts extend from the centrifugal pumps in the pump room to the motors located at ground level within the control room. The suction piping extends into the wet well with a bell end,and the pumps discharge into a common header on either side of the pump station.Two magnetic flow meters are installed,one on the east force main and one on the west force main.The east and west force mains connect outside of the pump station between the two valve vaults.Throughout the station,gate valves are used for isolation.All piping at the pump station is cast iron. Submersible sump pumps are located within a sump on the east and west side of the pump room.Drainage and wash down water are pumped into the wet well.Sump pumps are also located in the east and west valve vaults and pump into the wet well. The station has a hydropneumatic pressure tank to prevent surges.Bypass risers are in the east and west valve vaults,providing a means to bypass the pump station during a power outage. During an outage,portable pumps would pump out of the wet well,and temporary piping would connect to the bypass riser in the valve box. Return piping to the wet well is also available in the east and west wet wells. Heating ventilation and air conditioning(HVAC) is provided within the pump and motor/control room with supply/exhaust louvers, ducts,and fans. 230 pwIMSMIaTxwenm/CtleWCNOCSD'10339fOW mbke O17 M1Ywr Pl apr2 MD W17-Nkca 3lawn 20 COIIPCn0A555 MM 2.3.4.3.36 Force Nhins The Seal Beach Pump Station discharges into two 3O4nch ductile iron force mains on the east and west sides of the pump station.The east force main connects to a 30-inch techite force main, and the west force main connects to a 42-inch ductile iron force main.Access manways in the east and west valve vaults provide access to perform condition assessments on the force mains. 2.3.4.3.37 Electrical SCE delivers power to this pump station via two power sources. A pad-mounted transformer on the north end of the pump station building delivers 3-phase power to a 20O0A,48OV service entrance switchboard.A pole-mounted transformer on the southeast end of the pump station building delivers single-phase power to a 10OA,12O/24OV Panel"LA"for light fixtures and other single-phase loads.It is metered separately from the 480V service. A weatherproof 48OV,4,three-wire pin-sleeve type receptacle connects the portable generator to the station.This receptacle is planned for rehabilitation in the near future and is configured similarly to the College Pump Station's weatherproof 4O0A,48OV,3�,four-wire pin-sleeve type receptacle. The four 200-hp motors are operated using VFDs with bypass contactors as part of motor control center lineup.The remaining four 100-hp motors are operated using across-the-line motor starters. 2.3.4.3.38 Instrumentation and Control This pump station does not have a CRISP workstation.The station has a UPS to keep specific equipment operating during a power outage. The instrumentation and controls for this station are summarized in Table 2-25 below. TABLE 2-25 Seal Beach Pump Station lnsaumentatin and Control I&C Element Detail Station Seal Beach PLC Type Modicon Quantum Single CPU HMI None Primary Communication Link MPLS Back Up Communication Link None Meets current OCSD Control Standards? No Noes: 1. thderPmjealb.362,the Seal Beach Pmrp SraWn Rehabilrafion Project,the MNwillbe mplacedandrecomrerdatims 5v@will be nade.This maybecome the standard mplememed at olherswiors.Lpgmdes to current standards will ako be provded under dus project 2 Addit IOCSDComol Standards Ssoffsde pump stations can be Sand in Section 2.3.2`Connmicetbm 0 Offade Stations& SCADAIr r6ce" pvl w6vLbcwre�/CkoVCAYlCSn10339POQM1l mbka201]h§ PnN(L 20o3MM 2017-COlkctims Spwmd x L35 2.0 Nmr.C11mIS St M M 2.3.4.3.39 Odor Control Seal Beach Pump Station has odor control facilities. Additional information can be found in Table 2-35,Active Regional Odor Control Dosing Facilities. 2.3.4.3.40 Current Performance Current performance data for the Seal Beach Pump Station is summarized in Table 2-26. TABLE 2-26 SEALBEPGHPUtYP STA110NCURRENrPERF0RNMKE Average Hourly Flow(MGD) Peak Hourly Flow(MGD) 3.39 25.00 Source:OCSD Recorded Influent Pump Station Flows-December 2015 to December 2016 Note:Faulwasla rent(dowmeters),punip mgxosemem(hrPellers),or operstirg condAons rmycorrabute to some peakhourlyfions cxcedng Poop design capacity shown in Table 2A. 2.1.1.9 Slater 2.3.4.3.41 General ascription The Slater Pump Station is located south of Slater Avenue and east of Goldenwest Street in the City of Huntington Beach. The original pump station was located just west of the current pump station.The Slater Pump Station replaced the old station in 1998 and was designed for a flow of 28.8 MGD at 63 feet of TDH,based on information provided by the District at a data collection meeting held on February 21,2017. 2.3.4.3.42 Structural The Slater Pump Station has an east wet well and a west wet well located north of the pump room/dry well.A VCP gravity sewer connects to an influent distribution box that can route the flow to either wet well using stop logs.The wet wells have a divider wall between them with openings along the bottom to ensure similar water levels.An isolation gate allows the openings to be closed for maintenance on either wet well. A PVC liner was installed on the wet well's walls and ceilings to protect the concrete from corrosion.Four manhole covers at ground level provide access for cleaning and maintenance.The wet well has an Area Classification of Class I Division 1,Group D,per NFPA 820. The pump room and mezzanine comprise the dry well and house the pumps and suction/discharge piping. The motor/control room is at ground level above the dry well and houses the motors.It also has a bathroom.The pump room and motor room have an Area Classification of Class I Division 2,Group D,except for the sump in the pump room/dry well, which has an Area Classification of Class I Division L Group D,per NFPA 820. Lifting eyes and a two-ton monorail are located above the sump pumps and centrifugal pumps, and a portable crane and hoist is located in the motor room to remove pumps and motors.The pumps are located on concrete pedestals.For noise silencing,acoustic panels are provided on all interior walls in the motor room. The electrical room is located west of the motor room and houses the MCCs and VFDs.It also provides access to the generator room.The electrical room is an unclassified area,and the 286 ff,/ IaTxwenm/CtleWCN 910339f Mnsbke 017 Nhewr Pl asr2 MDM 2017-Nboine 3lawn 20 COnPCnnAS MTEM generator building is not classified as a hazardous area,per NFPA 820.All interior walls in the electrical and generator rooms have acoustic panels for noise silencing. 2.3.4.3.43 Ntchanical The pump station consists of five 750-hp extended,shaft-driven centrifugal pumps that operate in a four duty,one standby configuration. Drive shafts extend from the centrifugal pumps in the pump room to the motors at ground level within the control room.The suction piping extends into the wet well (two on the west and three on the east),with a bell end and the pumps discharging into a common header.A magnetic flow meter is installed on the common force main.The ductile iron force main splits into two ductile iron force mains within the pump station.One is normally operated,and the other is a 24-inch bypass force main. Knife gate valves are installed on each force main to direct flow as needed. Throughout the station,plug valves are used for isolation.All piping at the pump station is ductile iron. Duplex submersible sump pumps are located within a sump in the pump room. Drainage and wash down water are pumped into the wet well. A 24-inch spool piece can be installed on a return line routed to the west wet well for recirculation testing.A 6-inch drain is provided from the force main into the wet well to drain the piping as needed. Supply/exhaust fans ventilate the pump room.The electrical control room has an air conditioning system. 2.3.4.3.44 Force Nhins The Slater Pump Station discharges into two 24-inch ductile iron force mains.One force main is typically in operation and connects to a 36-inch force main shortly after leaving the pump station.The other serves as a backup to the 36-inch force main during maintenance. Both 24- inch ductile iron force mains travel east along Slater Avenue.The force main discharge manhole in Slater Ave provides access to perform condition assessments on the force mains. 2.3.4.3.45 Electrical SCE delivers power to this pump station via a pad-mounted transformer on the west end of the pump station building. The normal power supply is provided through a 1200A,480V,30,three-wire service entrance switchboard in the electrical room.Lighting and single-phase loads are powered by a 37.5kVA, 480-120/240V,10,three-wire dry type transformer via"Station Panel' located in the electrical room. Emergency bypass is achieved through an 800A,480V,30,four-wire"ATS-GP' within the service entrance switchboard lineup.A 500kW standby diesel-fueled generator and the generator control panel are installed on site in the generator room. A 6-hour rated fuel source is installed outside,and a silencer is provided on the generator exhaust.A weatherproof 400A, 480V,3�,four-wire,pin-sleeve type receptacle is available for a portable generator connection. All pumps are operated using standalone VFD cabinets with bypass contactors and are fed from the switchboard in the electrical room. qvl/Gm6vLbcwrcnm/CkoVCAYICSD'10339POQM1lti,erebk Ml7 h§s¢rPIe� 2IXSDR&2017-COlkc S,..d x 2-37 2.0 NUPCnO?S St MM Sump Pumps 1 and 2 are operated through across-the-line motor starters as part of the motor control center lineup. 2.3.4.3.46 Instrumentation and Control This pump station does not have a CRISP work station. The station has a UPS in the electrical room to keep specific equipment operating during a power outage. The instrumentation and controls for this station are summarized in Table 2-27 below. TABLE 2-27 Slater Pump Station Instrumentation and Control I&C Element Detail Station Slater PLC Type Modicon Quantum Single CPU HMI None Primary Communication Link MPLS Back Up Communication Link None Meets current OCSD Control Standards? No Note:AdditamlOCSDCamol Standards broffsile poop stations canbe bwd yr Secfion2.3.2'Corrmmicataris b O&sde Staux's& SCADAhrkr6ce" 2.3.4.3.47 Odor Control Odor control is not present at the Slater Pump Station. 2.3.4.3.48 Current Performance Current performance data for the Slater Pump Station is summarized in Table 2-28. TABLE 2.28 Slater Pump Stalin Clrrem Performance Average Hourly Flow(MGD) Peak Hourly Flow(MGD) 5.34 31.21 Source:CCSD Recorded Influent Pump Station Flom-December 2015 to December 2016 Note:Pauky equipment olowrmters),pump hoprow reins(inQamrs),or operating condtiorn may conobNe to stare peak hourly fi s exceeding pump design capacity shn rim Table 2-4. 2.1.1.10 Westside 2.3.4.3.49 General Description The Westside Pump Station is located on the north side of Old Ranch Parkway in a housing tract in the City of Los Alamitos.This pump station underwent major rehabilitation for most structures,including replacement of the internal and external equipment in 2008.The pump 239 ff,/ IaTxwenm/CtleWCN 910339fOW mbke 017 M1YwrPl aper2 MDFW 2017-0,becti 3lawr. 20 mueCMTZ sS TEM station is designed for a flow of 21.6 MGD at 41 feet of TDH,based on information provided by the District at a data collection meeting held on February 21,2017. The wet well of the Westside Pump Station has significant structural damage due to corrosion. Project No.3-64 is scoped to replace the wet well,either in place or on the other side of the pump station. Construction at the site is difficult because it is very close to houses.Replacing the wet well may warrant or require purchasing an adjacent parcel,which would involve purchasing a house. The project team is conducting a study to evaluate alternative locations for the pump station, including potentially eliminating the pump station. 2.3.4.3.50 Structural The wet well is located on the west side of the pump station,with the dry well/pump room adjacent to the wet well on the east.The wet well is fed by a VCP gravity sewer and has one manhole cover at ground level to provide access for cleaning and maintenance.All wet well interior surfaces,except the floor,have PVC liners to protect the concrete from corrosion.The wet well has an Area Classification of Class I Division 1,per NFPA 820.The Westside Pump Station has a wet well ventilation system consisting of spring disk PVC wafer check valves. These valves open only during fill cycles in emergency events to prevent H2S release.All manhole covers are vapor tight on site. The pump room and mezzanine comprise the dry well and house the pumps,motors,and suction/discharge piping.The pump room has an Area Classification of Class I Division 2,per NFPA 820. Lifting eyes and a bridge crane are located in the dry well, and a pump access shaft is located east of the pump room/dry well to remove equipment as needed.The pump access shaft has an Area Classification of Class I Division 2,per NFPA 820.The pumps are situated on concrete pedestals. The electrical room is located at ground level and houses the MCCs and VFDs.It also includes a bathroom.The electrical room is unclassified,per NFPA 820. A valve vault on the west side of the site houses a force main bypass connection and valve and has a drain line that directs flow back to the wet well.The valve vault has an Area Classification of Class I Division 2,per NFPA 820. A first flush infiltration basin is located on the northern edge of the pump station property line, with a gravel base and PVC piping near the surface.This piping leads to a curb drain outlet to prevent stormwater overflow. 2.3.4.3.51 Nbehanical The pump station consists of four 107.2-hp centrifugal,dry pit submersible pumps that operate in a three duty,one standby configuration.The suction piping extends into the wet well with a bell end, and the pumps discharge into a common header.A magnetic flow meter is installed on the common force main and bypass piping,and valving is provided to bypass flows when the flow meter undergoes maintenance. The force main splits into two force mains within the pump station.Throughout the station,plug valves are used for isolation.All piping at the pump station is steel.The pipe material in the force mains changes from steel to ductile iron after leaving the pump station building. qvl/Gm6vLbcwrcnm/CkoVCAYICSD'10339POQM1lti,erebk Ml7 h .PIe� 2OSDR&2017-COlkc S,..d x 2-39 2.0 03nsclx3ra St TBI A submersible sump pump is located within a sump in the pump room.Drainage and wash down water are pumped into the wet well. A 16-inch bypass riser is located in a valve vault allowing the pump station to be bypassed during a power outage.During an outage,portable pumps would pump out of the wet well, and temporary piping would connect to the bypass riser in the valve box. Supply/exhaust fans ventilate the pump room and electrical/control room.The electrical/control room has an air conditioning system with sound enclosures and acoustical louvers. 2.3.4.3.52 Force bbins The Westside Pump Station discharges into a 20-inch ductile iron force main.For force main access manways/manholes are available for condition assessments. 2.3.4.3.53 Electrical SCE delivers power to the pump station via a pad-mounted transformer on the east end of the pump station building. The normal power supply is provided through an 800A,480V,30,four-wire service entrance switchboard in the electrical room.Lighting and single-phase loads are powered by a 45kVA, 480-120/208V,3�,four-wire dry-type transformer via"Panel PPl" in the electrical room. Standby power is provided through an 800A,480V,4,three-wire"ATS" with manual bypass isolation within the service entrance switchboard. A 500kW standby diesel-fueled generator is located outside,south of the pump station building.A 20-hour fuel source is located outside the generator building.A fuel tank level panel is inside the building for fuel level monitoring.There is no provision for a portable generator connection. All pumps are operated using standalone VFD cabinets with bypass contactors fed from the motor control center.Sump Pumps 1 and 2 use industrial-type receptacles for power and operate through across-the-line motor starters as part of the motor control center lineup. 2.3.4.3.54 Instrumentation and Control A CRISP work station is located in the electrical/control room.The pump station has a DEC workstation,which is now obsolete. The station has a UPS to keep specific equipment operating during a power outage. The instrumentation and controls for this station are summarized in Table 2-29 below. TABLE 2-29 VVestside Pump Station immumentnion and Control ISC Element Detail Station Westside PLC Type Modicon Quantum Redundant CPU HMI DEC CRISP Workstation 2G pw/MsmMIDewenmKYkWCAUCSp10339fOWD mbka2017 hYwr Pl apr2 MD W17-Nketi S� wmJ 10 COIIEf.'1101555 M[ TABLE 2-29 Westsik Pump Station instrumentation and Control I&C Element Detail Primary Communication Link MPLS Back Up Communication Link None Meets current OCSD Control Standards? Yes N3 :AddR IOCSDCorvro Standards bmff-eile pump stators canbe bmtdn Section2.3.2`Commnicaeons mOffaa Statuns& SCADAknerfa" 2.3.4.3.55 Odor Control An odor control system is not present at the Westside Pump Station. 2.3.4.3.56 Current Perklmance Current performance data for the Westside Pump Station is summarized in Table 2-30. TABLE2-30 Westside Pump Station Cwrent Per6mence Average Hourly Flow(MGD) Peak Hourly Flow(MGD) 3.80 21.60 Source:OCSD Recorded Influent Pump Station Flows-December 2015 to December 2016 NMe:Faukyetugnent(aowmorem pnmpvrmmwmcnb(mpeHioroperating condWm mayconWnrte M some peakhomlyfnas emeeding pump design capacity shoau in Table 24. 2.1.1.11 Edinger 2.3.4.3.57 General Description The Edinger Pump Station is an underground pump station near the intersection of Edinger Avenue and Graham Street in the City of Huntington Beach.The original pump station was west of the existing station and was replaced with the Edinger Pump Station in 1965. Because this pump station is below grade,it has access and parking issues.When accessing the pump station,vehicles must park in a driving lane, and cones must be set up to divert traffic around the vehicle.Furthermore,the access hatch in the sidewalk takes up most of the walking space,limiting pedestrian use when the hatch is being accessed. The station's equipment was replaced after its original construction. The equipment was designed for a flow of 2.16 MGD at 35 feet of TDH,based on information provided by the District at a data collection meeting held on February 21,2017. 2.3.4.3.58 Stmctural The Edinger Pump Station is located below grade and can be accessed only through a hatch in the sidewalk on the north side of Edinger Avenue. A circular wet well is located on the west side of the pump station on Edinger Avenue,with the dry well/pump room adjacent to the wet well on the east.The wet well is fed by a VCP gravity qvl/Gm6vLbcwrc�/CkoVCAYICSD'10339POaM1lti,erebks201]h§sterPleNQ�eptt206DFM i01]-COlkctims Sp¢mdocx L41 2.0 NnP(.'nOfB Sty' sewer and does not have a lining. One manhole cover at ground level provides access for cleaning and maintenance.The wet well has an Area Classification of Class I Division 1,per NFPA 820. The pump room/dry well houses the pumps and suction/discharge piping and has an Area Classification of Class I Division 2,per NFPA 820. Although the pump station does not have a bridge crane,lifting eyes are provided to help with pump removal.The pumps are situated on concrete pedestals.The sump in the southwest comer of the pump room has an Area Classification of Class I Division 1,per NFPA 820. The electrical/control room is located above the pump room. It houses the motors,MCCs,and VFDs and is unclassified,per NFPA 820. 2.3.4.3.59 Ntchanical The pump station consists of two 29.9-hp centrifugal,dry pit submersible pumps that operate in a one duty,one standby configuration. The suction piping extends into the wet well with a bell end,and the pumps discharge into a common header. A magnetic flow meter is installed on the common force main. Throughout the station,gate,knife gate,and plug valves are used for isolation.Suction and discharge piping are ductile iron and steel.Two sets of suction and discharge piping are available for two future pumps. A submersible sump pump is located within a sump in the pump room.Drainage and wash down water are pumped into the wet well. Supply/exhaust fans ventilate the pump/motor room and electrical/control room. 2.3.4.3.60 Force Mains The Edinger Pump Station discharges into an 18-inch cast iron force main that exits the pump station and travels southward until meeting with the gravity sewer system.The discharge manhole in Edinger Ave provides access to perform condition assessments on the force main. 2.3.4.3.61 Electrical SCE delivers power to the pump station via an overhead service pole on the north end and above the pump station.A utility meter and a 100A,3-pole main disconnect breaker are mounted on the pole inside weatherproof enclosures. The normal power supply is provided with a 100A,480V,30,three-wire motor control and distribution panel located below grade in the upper floor.Lighting and single-phase loads are powered by a 5kVA,480-120/240V,10,three-wire dry-type transformer via a local panelboard in the upper floor. No standby generator is installed on site.A weatherproof 100A,480V,30, three-wire,pin-sleeve type receptacle is available for a portable generator connection. It is mounted on the motor control center cabinet. Both pumps are operated with across-the-line motor starters as part of the motor control and distribution panel. 2.3.4.3.62 Instrumentation and Control The pump station does not have a CRISP work station. 242 pwlMSMhTxwenm/CtleWCAUCSn1033906r mbke O17bYwrPb apr20CSDM W17-Nbecti 9Wax 20 COIIECnoAS MTEd The station has a UPS to keep specific equipment operating during a power outage. The instrumentation and controls for this station are summarized in Table 2-31 below. TABLE 2.31 EdR r Pump Station Instru enshon and Control I&C Element Detail Station Edinger PLC Type Modicon Quantum Single CPU HMI None Primary Communication Link MPLS Back Up Communication Link None Meets current OCSD Control Standards? No Note:Add¢bm10CSDCwrtol Standards broffste punp stations can be found m Sectbn2.3.2"Comnmkatuns to Offsde Stations& SCADAkdarface" 2.3.4.3.63 Odor Control Odor control is not present at the Edinger Pump Station. 2.3.4.3.64 Current Perfortnance Current performance data for the Edinger Pump Station is summarized in Table 2-32. TABLE2-32 Edmgerl'ump Stating Current Peribmance Average Hourly Flow(MGD) Peak Hourly Flow(MGD) 5.34 31.21 Source:005D Recorded Influent Pump Station Flows-December 2015 to December 2016 Note:Faukyetapruent(Sownrx, rXpump uprowments(vrpelknat or operating condtions mayconobas,to some peakhourlyfiam exceeding,pmrp design capacity darn in Table 2-0. 2.1.1.12 MacArthur 2.3.4.3.65 General Description The MacArthur Pump Station is located west of MacArthur Boulevard and north of Jamboree Road in the City of Newport Beach.The pump station was constructed in 1960 and has undergone rehabilitation since then.The pump station was designed for a flow of 3.63 MGD at 63 feet of TDH,based on information provided by the District at a data collection meeting held on February 21,2017. qvl/Gm6vLbcwrcnm/CkoVCAYICSD'10339POQM1ltirerebka201]h§s¢rPIeNQ�eptt2 oCSDFNP 2017-COlketi Suwm,wx 243 2.0 00UPC1101S Sty' 2.3.4.3.66 Structural The MacArthur Pump Station is entirely below grade and can be accessed through a hatch at ground level. The wet well is located on the south side of the pump station,with the dry well/pump room adjacent to the wet well on the north. The wet well is fed by a VCP gravity sewer and a drop pipe connected to the wet well for an alternate inlet.The wet well is not lined, nor is it self-cleaning. One manhole cover at ground level provides access for cleaning and maintenance. The wet well has an Area Classification of Class I Division 1,per NFPA 820. The pump room/dry well houses the pumps and suction/discharge piping and the motor/control room is located above the dry well housing the motors,MCCs,and VFDs. The dry well has an Area Classification of Class I Division 2,and the motor/control room is not classified,per NFPA 820. Although a bridge crane is not present within the station,lifting eyes are available for pump removal.The pumps are located on concrete pads with a metal frame. A valve vault houses a flow meter on the force main west of the pump station. 2.3.4.3.67 Nbehanical The pump station consists of two 60-hp extended,shaft-driven centrifugal pumps that operate in a one duty,one standby configuration.Drive shafts extend from the centrifugal pumps in the pump room to the motors at ground level in the control room.The suction piping extends into the wet well with a bell end,and the pumps discharge into a common header. A magnetic flow meter is installed on the common force main in a valve vault outside the pump station. Throughout the station,gate and plug valves are used for isolation. Suction and force main piping is cast iron,and discharge piping is ductile iron. A submersible sump pump is located in a sump in the pump room. Drainage and wash down water are pumped into the wet well. A submersible pump is located in the wet well and connects to a 4-inch bypass pipe.This pipe has a check valve and isolation gate valve to pump wastewater to the force main for a means to bypass the pump station during a power outage. Supply/exhaust fans ventilate the pump room and motor/control room. 2.3.4.3.68 Force Was The MacArthur Pump Station cast iron force main connects to a 124nch asbestos cement force main.The force main travels north along MacArthur Avenue to a sewer manhole on Birch Street.The pump station force main enters a drop inlet in the discharge manhole that could provide access for condition assessments on the force mains. 2.3.4.3.69 Electrical SCE delivers power to this pump station via a pad-mounted transformer on the ground level of the pump station building. The normal power supply is provided through a 400A,480V,34,three-wire service entrance switchboard"CS-1" located below grade on the upper floor.Lighting and single-phase loads are powered by a 15kVA,480420/240V,10,three-wire dry-type transformer via a local station panel on the upper floor below grade. 2A pwIMSMIaTxwenm/CtleWCNOCSD'10339fOW mbke O17 M1Ywr Pl apr20CSDPIM W17-Nbecti 3lawn 20 COIIECnOAS SNS'1aM11 There is no standby generator on site.A weatherproof 200A,48OV,4,four-wire,pin-sleeve type receptacle is available for a portable generator connection. Both pumps are operated using standalone VFD cabinets with bypass contactors and are fed from the service entrance switchboard. 2.3.4.3.70 Instrumentation and Control The pump station does not have a CRISP work station. The station does have a UPS to keep specific equipment operating during a power outage. The instrumentation and controls for this station are summarized in Table 2-33 below. TABIB233 NbcArthaaftup Station lnsomnentation and Control I&C Element Detail Station MacArthur PLC Type Modicon Quantum Single CPU HMI None Primary Communication Link MPLS Back Up Communication Link None Meets current OCSD Control Standards? No Note:AddkionalOCSDContmt Stands ds tbroffsile puny stations can be found in Section 2.3.2'Cormunicetuns to Offsee Stations& SCARALMdece." 2.3.4.3.71 Odor Control Odor control is not present at the MacArthur Avenue Pump Station. 2.3.4.3.72 Current Performance Current performance data for the MacArthur Avenue Pump Station is summarized in Table 2--34. TABLE2-34 MacMhur Station Qmera Perfomance Average Hourly Flow(MGD)' Peak Hourly Flow(MGD)' Not Available Not Available Note: t There are no flow meters currently installed at MacArthur Pump Station. 2.2 Collections System Odor and Sulfide Control 2.2.1 OC3 Program Goals and Objectives The Odor Corrosion Control for Collection System Program (OC3 Program) addresses the following odor control and corrosion control goals in the regional collection system: qvl/Gm6vLbcwrcnm/CkoVCAYlCSm0339POQM1lti,erebka201]h§s¢rPIeNQ�eptt20C3DFM 2017-COlkctims S,..d . 245 2.0 03UPC1101S sty' • Minimize regional collection system odors. • Optimize the cost to implement the OC3 Program. • Extend the useful life of the regional collection system by reducing 1-12S atmospheric corrosion. • Optimize and integrate odor and corrosion control between the regional collections system and the wastewater treatment plants. The specific program objectives include: 1. Level of Service (LOS)-Controlling vapor H25 levels within<25 ppm vapor phase 1-12S (daily average) and<0.5 mg/L dissolved sulfide liquid phase at each designated control point in the collections system. 2. Lower the levels of 1-12S odors in the influent trunk lines,and minimize impacts on wastewater treatment plant operations. 3. Reduce odor complaints to 12 or fewer per year under normal operating conditions in the collection system. 4. Conduct a thorough investigation of odor complaints and a systematic investigation of the collection and treatment system to identify major potential contributors and possible industrial sources. The following viable liquid phase technologies are used: • Shock dose application of sodium hydroxide(pH adjustment) to deactivate the sulfide- generating slime layer. • Continuous dosing of magnesium hydroxide. • Continuous dosing of ferrous chloride. • Continuous dosing of calcium nitrate. 2.2.2 Dosing Locations Regional Odor Control facilities are shown in Table 2-35.Vendors provide and maintain equipment through a contract.OCSD either owns the property,or has lease agreements with the property owners. Dosing is typically done continuously. TABLE 2-35 Pctim Re ' nal CdorControlDrising Facdmes Trunkshed Primary Dosing Location Secondary Dosing Location Miller Holder Pacific Quality Partners, 14451 Cedarwood St.Westminster,CA 1355 W. Imperial Highway, 92683 Brea, CA 92821 Hager Pack Investments 6600 Regio Avenue, Buena Park 2G ff,/ IaTxwenm/CtleWCNOCSD'10339fO 1R mble/019 M1Ywr Pl apr2 MDM W17-Nbecti 3lawn 20 COnPCa0A555S'irM1l TABLE 2-35 Pchse Remus]Odor Control Dos Dosav Facilmes Trunkshed Primary Dosing Location Secondary Dosing Location Sunflower IRWD Michelson Water Reclamation OCSD Main St. Pump Station Plant 1499 Main St., Irvine 3512 Michelson Drive, Irvine District 5&6 Crystal Cove Pump Station N/A 7423 N.Coast Hwy, Newport Beach Bay Bridge Pump Station 290 E Coast Hwy. Newport Beach,CA 92660 Knott Seal Beach Pump Station N/A 13900 Seal Beach Blvd. Seal Beach, CA 90740 Air Base Costa Mesa Sanitary District Mendoza N/A Pump Station 2899 Mendoza,Costa Mesa,CA 92626 Locations in Table 2-36 do not have installed facilities.Treatment consists of bulk dumping chemicals into manholes as maintenance. TABLE 2-36 Odor Control ofRegional Tnmktmes vkhout Installed Facllmes Sewer Trunk Treatment Method Euclid, Fullerton Sodium hydroxide Bushard,Anaheim Sodium hydroxide Baker-Main, Irvine Sodium hydroxide Newhope, Fullerton Sodium hydroxide Knott, La Palma Sodium hydroxide SARI, Brea Sodium hydroxide Sunflower,Tustin Sodium hydroxide Magnolia, Huntington Beach Sodium hydroxide Coast, Huntington Beach Sodium hydroxide 2.2.3 Collection System Odor Complaint Response Off-site collection system odor complaints are routed to the Control Center at Plant No.1. There,staff investigates the source of the odor,which could be from dry P-traps in the building's plumbing,faulty vents,and manholes. Manhole odors may coincide with a city sewer cleaning process.Unpermitted dumping of chemicals has also caused odor problems. Line cleaning may be conducted for routine maintenance,grease and debris accumulation, trunk line blockage,or high levels of hydrogen sulfide.Manhole covers can be sealed with duct- sealing putty and rubber stoppers in the manhole cover pick and vent holes.Gas flaps may also pvl w6vLbcwrcnm/CkoVCAYIC DIW39POQM1l mbka201]h§ PIe� 2IXSD7M1P 2017-COlkctims Sswm&xx 247 2.0 NUFL'l10?S St T]Rd be installed in the sewer line to prevent air back from migrating upstream above the hydraulic flow line. OCSD Source Control Division staff will mobilize to assist with mitigation as needed.In addition,if an odor other than hydrogen sulfide is encountered,the process engineering division will conduct additional research or testing to identify the odor type and possible sources.Samples can be analyzed using standard analytical methods or using sensory methods. St. Croix Sensory located in Lake Elmo,Minnesota,is a service provider of odor threshold analyses using methods ASTM E679 and EN13725,with a duplicate sample transported to the OCSD laboratory for reduced sulfur compounds analysis with GC-FPD. In addition,the OCSD laboratory performs Method T045 determination of volatile organic compounds in air collected in specially prepared canisters and analyzed by gas chromatography/mass spectrometry. OCSD plans to begin operating an odor panel in January of 2010. 2.2.4 Chemical Dosing Hstory During FY 2002-03,OCSD began testing and continuously dosing magnesium hydroxide and peroxide-regenerated iron sulfide control(PRI-SC)in the collection system for odor and corrosion control.The Knott,Miller Holder,Airbase,and District 5 and 6 trunks receive continuous dosing.The continuous treatment stabilized and significantly reduced the level of sulfides entering both treatment plants. During FY 2007-08, the chemicals used for continuous dosing were reevaluated,and the peroxide portion of the PRI-SC treatment in the collection system was eliminated and considered for reevaluation.Slug dosing of caustic soda has continued to treat odor hot spots as needed. During FY 2008A9,O&M staff conducted three field tests of alternative chemical treatments. The primary objective was to compare cost and performance. Costs for these field tests of alternative chemical treatments were compared based on the dollar per pound of sulfide treated or removed,providing an equitable comparison.One test evaluated calcium nitrate against magnesium hydroxide on the Newport system. The second test evaluated ferrous chloride and magnesium hydroxide on the Knott-Interplant Interceptor. The third test evaluated the feasibility and effectiveness of adding a new calcium nitrate dosing location at the Crystal Cove Pump Station and the Bay Bridge Pump Station. For the Newport system studies,calcium nitrate was more cost-effective and met all program performance objectives. The additional dosing station and treatment at the Crystal Cove Pump Station has proven successful.For the evaluation on the Knott-Interplant Interceptor,which is still ongoing.Preliminary results indicate reductions in total solids produced,with no detrimental effects to the treatment plant's operation. If we further consider the biosolids hauling cost based on generating solids through Primary and AS treatment,magnesium hydroxide may be more competitive. 2.2.5 Cooperative Efforts with Ntmber Agencies A proactive management policy to mitigate or eliminate the impact of corrosion and odor problems in the local systems was initiated through cooperative efforts with the City of Garden Grove Sanitary District(GGSD). OCSD conducted baseline(non-treated)sulfide loading profile/characterization for the GGSD Tiffany Street Pump Station.During FY 2016-17,pilot 249 pwIMSMIaTswenm/CtleWCNOCSD'10339fOW mbke O17 M1Ywr Pl apr2 MD W17-Nbca 3lawn zo�M} testing for chemical continuous dosing was evaluated using calcium nitrate at the City of Garden Grove,Tiffany Pump Station.The test successfully reduced 1-12S level to<1.0 ppm average. OCSD coordinated efforts with local agencies and the contractors/suppliers to upgrade equipment or install new sites at five locations. 2.2.6 Future Studies Due to significant increases in chemical costs,staff proposes evaluating an innovative treatment approach that integrates two chemicals(magnesium hydroxide and ferrous chloride)in a manner that could substantially improve cost-performance.In FY 2009-10,the existing magnesium hydroxide (Mg(OH)2) addition at the Seal Beach Pump Station will be used in combination with ferrous chloride (FeC12) downstream of the Mg(OH)2. Adding both chemistries may make FeC12 more efficient by raising the pH of the wastewater. The mechanism that allows FeC12 to be more efficient is the disassociation of 1125 at a higher pH,which is a function of ORP and alkalinity.The H2S then converts to negatively charged ions HS-and 5--,making it easier to bind with positively charged Fe++ion before it forms another compound. In laboratory scale(ref:Nielsen,et.al.), elevating the pH of the wastewater to at or near 8.0 the yield/efficiency of the precipitation reaction that forms FeS is improved such that the following two beneficial outcomes are possible compared to using FeC12 alone: 1. Better sulfide control performance is achieved at the same level of iron dosing(i.e., lower target sulfide concentrations reached in liquid and vapor);or 2. Less total(excess) iron concentration is required to achieve the same level of control, which would reduce iron costs and solids loading to the plant. 2.4 References OCSD 2006 Strategic Plan Update,April 2006 OCSD 2009 Facilities Master Plan,December 2009 Technical Memorandum authored by Dudek,January 15,2016 pvl w6vLbcwrcnm/CkoVCAYxSD'10339POQM1l mbk Ml7 h§ PIe� 2OSDR&2017-COlkc Spwmd x 249 Service Area and v Collections System aaN SAN ERNR Grange County Sambtlon District iroe _ ORANGE ha ti, OOuxn — azncx IIMM✓6Nx �y} 6 RCM aY � MESr 1 ..� V c _ mrvfwn�..•�.� � �' �iSs ///JJJ { n Mb.—r .v. M. � N SERVICE AREA AND COLLECTIONS SYSTEM EXHIBIT 2-1 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ENA �E_= a nn aE vEAL min f� a 7_ evl„a e N A ♦ lift or Pump Station ® Diversion Number Manhole • Ddor Control Dosing Location Plant No.1 Trunklines Plant No.2 Trunklires — EuclidInterplant NewM1ope —Cow Baker Main Talbert —Miller-Holder TRUNKLINES AND Sunflower —Newport DIVERSIONS Saute Ana River Interceptor —Ocean Ouffalls no to Plant 2via lnterylanQ —Knott(invented to Plant t and t�oCSD Seance Area Perimeter EXHIBIT 2-2 mamilow to Plant 2 Ma Interplant) County/Unincorporated ORANGE COUNTY ° -BueM1ard(diveded to Plant 1 via knon) SANITATION DISTRICT 2017 MASTER PLAN Draft Report Orange County Sanitation District Facilities Master Plan 2017 Chapter 3 Plant No. 1 a November 2017 Contents Chapter 3 Section Page 3.0 Plant No.1...........................................................................................................................3-1 3.1 Preliminary Treatment.......................................................................................................3-1 3.1.1 Overview.................................................................................................................... 3-1 3.1.1.1 Trunk Line Connections...........................................................................3-1 3.1.1.2 Flow Routing and Pumping Capacity...................................................3-2 3.1.1.3 Metering and Diversion(M&D)Structures ..........................................3-2 3.1.1.4 Sunflower Pump Station..........................................................................3-3 3.1.1.5 Steve Anderson Lift Station(SALS) .......................................................3-3 3.1.1.6 Headworks,No.1......................................................................................3-3 3.1.1.7 Headworks No.2......................................................................................3-3 3.1.2 Operational Philosophy..........................................................................................3-4 3.1.2.1 Interplant Flow Distribution...................................................................31 3.1.2.2 Metering and Diversion Structure..........................................................3-5 3.1.2.3 Sunflower Pump Station..........................................................................3-5 3.1.2.4 Steve Anderson Lift Station(SALS) .......................................................3-5 3.1.2.5 Headworks No.I......................................................................................3-5 3.1.2.6 Headworks No.2......................................................................................3-6 3.1.3 Current Performance................................................................................................3-7 3.1.4 Design Criteria for Current Facilities.....................................................................3-7 3.1.5 Planned Upgrades Currently In Design................................................................3-8 3.1.5.1 P1-105-Headworks Rehab/Expansion at Plant No. 1........................3-8 3.1.5.1.1 Design Criteria for Bar Screens...............................................................3-9 3.1.6 Criticality Table.......................................................................................................3-10 3.1.6.1 Criticality Categories..............................................................................3-10 3.2 Primary Treatment............................................................................................................3-10 3.2.1 Overview..................................................................................................................3-10 3.2.1.1 Plant No.I Flow Routing.......................................................................3-11 3.2.2.1 Influent..........................................................................................................3-12 3.2.1.2 Waste Streams (WSSPS).........................................................................3-12 3.2.1.3 Effluent.....................................................................................................3-13 3.2.1.4 Solids Routing.........................................................................................3-13 3.2.1.5 Sludge Diversions from Plant No. 1 to Plant No. 2............................3-14 3.2.1.6 Odor Control Facilities...........................................................................3-14 3.2.2 Operational Philosophy.........................................................................................3-14 3.2.2.1 Primary Clarifiers 1 to 5.........................................................................3-15 3.2.2.2 Primary Clarifiers 6 to 31.......................................................................3-15 3.2.3 Primary Clarifier Capacity.....................................................................................3-17 3.2.3.1 Rated Capacity vs. Installed Capacity.................................................3-17 OCSDF 2017-Pb.i ,1. rc I 10PI M.1 3.2.4 Current Performance..............................................................................................3-18 3.2.4.1 Primary Clarifiers I to 5.........................................................................3-18 3.2.4.2 Primary Clarifiers 6 to 31.......................................................................3-19 3.2.4.3 Chemical Use...........................................................................................3-19 3.2.5 Design Criteria for Current Facilities...................................................................3-19 3.2.6 Planned Upgrades Currently In Design..............................................................3-21 3.2.6.1 Future FE,PI-114-Plant No. 1 Scrubbers...........................................3-21 3.2.6.2 P1-126-Plant No. 1 PCs 1-5 Replacement...........................................3-21 3.2.7 Criticality Table.......................................................................................................3-21 3.2.7.1 Criticality Categories..............................................................................3-22 3.3 Secondary Treatment........................................................................................................3-22 3.3.1 Overview..................................................................................................................3-22 3.3.1.1 Facility Flow Routing.............................................................................3-23 3.3.1.2 Trickling Filters.......................................................................................3-24 3.3.1.2.2 Facility Flow Routing.............................................................................3-25 3.3.1.2.3 Trickling Filters.......................................................................................3-25 3.3.1.2.4 Secondary Clarifiers...............................................................................3-25 3.3.1.2.5 Solids Handling.......................................................................................3-26 3.3.1.2.6 Ventilation Blowers/Odor Control......................................................3-26 3.3.1.3 Activated Sludge Facility No. 1 (AS-1) ..............................................................3-26 3.3.1.3.5 RAS...........................................................................................................3-29 3.3.1.3.6 WAS..........................................................................................................3-29 3.3.1.3.7 Scum..........................................................................................................3-29 3.3.1.3.8 Aeration Blowers....................................................................................3-29 3.3.1.3.9 Foam Control...........................................................................................330 3.3.1.4 Activated Sludge Facility No. 2(AS-2)..............................................................3-30 3.3.1.4.1 Facility Flow Routing................................................................................331 3.3.1.4.2 Activated Sludge Aeration Basins........................................................331 3.3.1.4.3 Mixed Liquor Recycle.............................................................................332 3.3.1.4.4 Secondary Clarifiers...............................................................................332 3.3.1.4.6 RAS............................................................................................................332 3.3.1.4.7 WAS..........................................................................................................3-32 3.3.1.4.8 Scum..........................................................................................................332 3.3.1.4.9 Aeration Blowers....................................................................................332 3.3.1.4.100dor Control ...........................................................................................3-32 3.3.1.4.11 Foam Control...........................................................................................333 3.3.2 Operational Philosophy.........................................................................................3-33 3.3.2.1 Trickling Filters.......................................................................................334 3.3.2.2 Activated Sludge Facility No. 1 (AS-1)................................................3-36 3.3.2.3 Activated Sludge Facility No. 2(AS-2)................................................3-40 3.3.3 Current Performance..............................................................................................3-44 3.3.3.1 Trickling Filters.......................................................................................3-44 3.3.3.2 Activated Sludge Facility No. 1 (AS-1)................................................3-44 3.3.3.3 Activated Sludge Facility No. 2(AS-2)................................................3-44 3.3.4 Design Criteria.........................................................................................................3-45 3.3.4.1 Trickling Filters.......................................................................................3-45 3.3.4.2 Activated Sludge Facility No. 1 (AS-1)................................................3-48 1 OCSDFW N17-PY W Ld . 3.3.4.3 Activated Sludge Facility No. 2(AS-2)................................................3-50 3.3.5 Planned Upgrades...................................................................................................3-53 3.4 Solids Treatment and Gas Handling..............................................................................3-54 3.4.1 Overview..................................................................................................................3-54 3.4.1.1 Co-Thickening Centrifuges....................................................................3-55 3.4.1.2 Dissolved Air Flotation Thickeners......................................................355 3.4.1.3 Anaerobic Digesters................................................................................3-55 3.4.1.4 Belt Filter Press Dewatering Facility....................................................3-56 3.4.1.5 Dewatering Centrifuges.........................................................................3-57 3.4.1.6 Sludge Storage and Loading Facilities.................................................3-57 3.4.1.7 Drying Bed Facility.................................................................................3-57 3.4.1.8 Primary Sludge Diversion Pipeline......................................................3-57 3.4.1.9 Low Pressure Gas Holder......................................................................3-57 3.4.1.10 Digester Gas Dryer.................................................................................3-58 3.4.1.11 Digester Gas Compressors.....................................................................3-58 3.4.1.12 Digester Gas Flares.................................................................................3-58 3.4.2 Operational Philosophy.........................................................................................3-59 3.4.2.1 Sludge Blending and Thickening Centrifuges....................................3-59 3.4.2.2 Anaerobic Digestion...............................................................................3-59 3.4.2.3 Dewatering...............................................................................................3-59 3.4.2.4 Drying Bed Facility.................................................................................3-60 3.4.2.5 Gas Handling...........................................................................................3-60 3.4.3 Current Performance..............................................................................................3-60 3.4.4 Design Criteria.........................................................................................................3-62 3.4.5 Planned Upgrades...................................................................................................3-64 3.4.5.1 J-124-Gas Compressors Replacement.................................................3-64 3.4.6 Csiticality,Table.......................................................................................................3-65 3.5 Side Stream Management................................................................................................3-66 3.5.1 Overview..................................................................................................................3-66 3.5.1.1 Sidestream Sources...............................................................................................3-66 3.5.2 Operational Philosophy.........................................................................................3-67 3.5.3 Current Performance..............................................................................................3-67 3.5.3.1 Plant No. 1 Side Streams........................................................................3-67 3.5.4 Design Criteria.........................................................................................................3-72 3.5.4.1 General .....................................................................................................3-72 3.5.5 Planned Upgrades...................................................................................................3-74 3.6 Effluent Disinfection.........................................................................................................3-74 3.6.1 Overview..................................................................................................................3-74 3.6.1.1 Feed Points...............................................................................................3-75 3.6.1.2 Equipment................................................................................................3-76 StorageTanks...........................................................................................................3-76 Tank Level Sensors..................................................................................................3-77 FeedPumps..............................................................................................................3-77 ChemicalFlowmeter...............................................................................................3-77 Chlorine Residual Analyzers.................................................................................3-77 ChemicalPiping......................................................................................................3-77 3.6.2 Operational Philosophy.........................................................................................3-77 h .PbNQ� 300sDfl&2017-Pb.i ,1.x 10PIP NQ 1 3.6.2.1 General Description................................................................................3-77 3.6.2.2 Bleach Facilities.......................................................................................3-78 3.6.2.3 Sodium Bisulfite Facilities.....................................................................3-79 3.6.3 Current Performance..............................................................................................3-79 3.6.3.1 Projected Chemical Use..........................................................................3-79 3.6.4 Design Criteria.........................................................................................................3-80 3.6.4.1 Bleach Station........................................................................................................3-80 3.6.5 Planned Upgrades...................................................................................................3-80 3.7 Odor Control......................................................................................................................3-81 3.7.1 Overview..................................................................................................................3-81 3.7.2 Treatment Plant Odor Control Facilities..............................................................3-81 3.7.3 Plants Odor Complaint Response.........................................................................3-82 3.8 Water Utility Systems.......................................................................................................3-83 3.8.1 Overview..................................................................................................................3-83 3.8.1.1 General Description................................................................................3-83 3.8.1.2 Water Uses...............................................................................................3-94 3.8.1.3 Potable(and Industrial)Water System................................................3-85 3.8.1.4 Reclaimed Water System.......................................................................3-86 3.8.1.5 Plant Water System.................................................................................3-86 3.8.2 Operational Philosophy.........................................................................................3-87 3.8.2.1 Potable Water System.............................................................................3-87 3.8.2.2 Reclaimed Water System.......................................................................3-87 3.8.2.3 Plant Water System.................................................................................3-87 3.8.3 Current Performance..............................................................................................3-87 3.8.4 Criticality Table.......................................................................................................3-88 3.8.5 References.................................................................................................................3-89 3.9 Cengen Facilities...............................................................................................................3-89 3.9.1 Overview..................................................................................................................3-89 3.9.2 Operational Philosophy.........................................................................................3-91 3.9.2.1 Economics................................................................................................3-91 3.9.2.2 Reliability.................................................................................................3-91 3.9.2.3 Emissions.................................................................................................3-92 3.9.3 Current Performance..............................................................................................3-92 3.9.4 Design Criteria.........................................................................................................3-94 3.9.5 Planned Upgrades...................................................................................................3-95 3.9.5.1 Project P1-127-Central Generation Rehabilitation atPlant No.1...........................................................................................3-95 3.9.5.2 Project X-077-Switchgear Replacement at Plant No.1 Central Generation..................................................................................3-95 3.10 Power Supply and Heating.............................................................................................3-95 3.10.1 Overview..................................................................................................................3-95 3.10.1.1 SCE Imported Electricity........................................................................3-95 3.10.1.2 Central Generation Facilities.................................................................3-95 3.10.1.3 Digester Gas System...............................................................................3-95 3.10.1.4 Heating and Cooling..............................................................................3-95 3.10.2 Operational Philosophy.........................................................................................3-96 3.10.2.1 Economics................................................................................................3-96 W OCSDOM M17-PYmW Lthe. 3.10.2.2 Reliability.................................................................................................3-96 3.10.2.3 Emissions.................................................................................................3-96 3.10.3 Current Performance..............................................................................................3-97 3.10.4 Design Criteria........................................................................................................3-97 3.10.5 Planned Upgrades...................................................................................................3-97 3.10.5.1 P1-105 Plant 1 Headworks Rehabilitation and Expansion................3-97 3.11 Electrical Distribution System.........................................................................................3-99 3.11.1 Overview..................................................................................................................3-99 3.11.1.113lectric Service Center(ESC)...............................................................................3-99 3.11.1.2Central Generation Station(Cengen).................................................................3-99 3.11.1.3BIower Building.....................................................................................................3-99 3.11.1.4BIower Building 2................................................................................................3-100 3.11.1.5DAF Building.......................................................................................................3-100 3.11.1.6Power Building No.1 (PB-1).............................................................................3-100 3.11.1.7Power Building No.2(PB-2) .............................................................................3-100 3.11.1.8Powff Building No.3A(PB-3A).......................................................................3-100 3.11.1.9Power Building No.4(PB-4) .............................................................................3-100 3.11.1.10 Power Building No.5(PB-5)...................................................................3-100 3.11.1.11 Power Building No.6 (PB-6)...................................................................3-101 3.11.1.12 Power Building No. 7(PB-7)...................................................................3-101 3.11.1.13 Power Building No.8 (PB-8)...................................................................3-101 3.11.1.14 Power Building No.9 (PB-9)...................................................................3-101 3.12 Standby Diesel Generators..................................................................................................3-102 3.12.1 Overview...............................................................................................................3-102 3.12.2 Operational Philosophy....................................................................................3-103 3.12.1.1 Utility Power Outage Operations.........................................................3-103 3.12.1.1 Air Emissions Permitting Requirements..............................................3-104 3.12.3 Current Performance............................................................................................3-104 3.12.4 Design Criteria.......................................................................................................3-104 3.12.5 Planned Upgrades.................................................................................................3-105 3.13 Uninterruptable Power Systems.......................................................................................3-105 3.13.1 Overview................................................................................................................3-105 3.13.2 Operational Philosophy.....................................................................................3-106 3.13.3 Current Performance..........................................................................................3-106 3.13.4 Design Criteria.....................................................................................................3-106 3.13.5 Planned Upgrades...............................................................................................3-106 3.14 Process SCADA System.....................................................................................................3-107 3.14.1 Overview..............................................................................................................3-107 3.14.1.1 Office Data/Voice.................................................................................3-107 3.14.1.2 Mobile Communications......................................................................3-108 3.14.1.3 Safety and Security...............................................................................3-108 3.14.1.4 Process Data...........................................................................................3-108 3.14.2 Operational Philosophy.....................................................................................3-109 3.14.2.1 Plant 1 Fiber Optic Network................................................................3-109 3.14.2.2 ICS Network..........................................................................................3-109 3.14.2.3 Power Monitoring and Control System.............................................3-110 3.14.2.4 SCADA Workstations and HMIs........................................................3-111 pvl w6vLbcwrctii/CkoVChOCSDI0339�Mmb1ea2017 hhswftNQ� 3 MSDFNP 2017-Pbmi ,L x 10PIP NQ 1 3.14.2.5 Programmable Logic Controllers.......................................................3-111 3.14.2.6 Outlying Pump Station Communications.........................................3-111 3.14.3 Current Performance..........................................................................................3-112 3.14.4 Design Criteria....................................................................................................3-112 3.14.5 Planned Upgrades...............................................................................................3-113 3.15 Plant Air System..................................................................................................................3-113 3.15.1 Overview..............................................................................................................3-113 3.15.2 Operational Philosophy.....................................................................................3-114 3.15.2.1 Plant Air Uses........................................................................................3-114 3.15.2.2 System Design Features.......................................................................3-114 3.15.3 Current Performance..........................................................................................3-114 3.15.4 Design Criteria.....................................................................................................3-114 3.15.5 Planned Upgrades...............................................................................................3-115 3.16 Fat/Oil/Grease (FOG)Wastehauler System...................................................................3-116 3.16.1 Overview..............................................................................................................3-116 3.16.1.1 Regulatory Requirements....................................................................3-116 3.16.1.2 Existing Facility.....................................................................................3-116 3.16.1.3 Existing Operation................................................................................3-117 3.16.2 Operational Philosophy.....................................................................................3-117 3.16.3 Current Performance..........................................................................................3-117 3.16.4 Design Criteria.....................................................................................................3-118 3.16.5 Planned Upgrades...............................................................................................3-118 3.17 Physical Characteristics of Plant 1....................................................................................3-119 Tables Table 3-1 Plant No.1 Trunk Line Connections.........................................................................3-1 Table 3-2 Plant No.1 Rated Influent Pumping Capacity.........................................................3-2 Table 3-3 Sunflower Pump Station Pumping Capacity...........................................................3-3 Table 3-4 Steve Anderson Lift Station Pumping Capacity......................................................3-3 Table 3-5 Design Criteria for Headworks No.2 at Plant No. 1...............................................3-7 Table 3-6 Design Criteria for Headworks No.1 at Plant No.I...............................................3-8 Table 3-7 Design Criteria for PI-105 Headworks......................................................................3-9 Table 3-8 Primary Clarifiers at Plant No. 1..............................................................................3-10 Table 3-9 Primary Treatment Flow Routing at Plant No.1...................................................3-11 Table 3-10 CEPT Ferric Chloride Feed Points at Plant No. 1...................................................3-14 Table 3-11 CEPT Anionic Polymer Feed Points at Plant No.1...............................................3-14 Table 3-12 Primary Clarifier Operational and Standby Capacity at Plant No. 1..................3-18 Table 3-13 Summary of Plant No. 1-Primary Clarifiers 1-5 Performance...........................3-18 Table 3-14 Summary of Plant No.1-Primary Clarifiers 6-31 Performance.........................3-19 Table 3-15 Primary Treatment Chemical Use at Plant No.1 for FY 2014-15 andFY 2015-16..................................................................................................................3-19 Table 3-16 Design Criteria for Primary Clarifiers 1 to 31.........................................................3-19 Table 3-17 OCSD Consent Decree Completion Dates..............................................................3-22 Table 3-18 Plant No. I Secondary Treatment Facilities............................................................3-23 Table 3-19 Plant No. I Possible Flow Routing Configurations...............................................3-23 Table 3-20 Plant No. 1 Trickling Filters-Major Components................................................3-24 M 003DR&M17-PY W Ld . 10PI M.I Table 3-21 Plant No.1-AS-1 Major Components....................................................................3-26 Table 3-22 Plant No.1-AS-2 Major Components....................................................................330 Table 3-23 Secondary Effluent Demands...................................................................................3-34 Table 3-24 Plant No.1 Trickling Filter Effluent Concentrations for 2011-2016.....................3-44 Table 3-25 Plant No.1 Activated Sludge No. 1 Effluent Concentrations for 2011-16..........3-44 Table 3-26 Plant No. 1 Activated Sludge No. 2 Effluent Concentrations for 2011-16..........3-45 Table 3-27 Design Criteria for Plant No. 1 Trickling Filters....................................................315 Table 3-28 Design Criteria for Plant No. 1,Activated Sludge Facility No. 1, Mode: Carbonaceous........................................................................................................3-48 Table 3-29 Design Criteria for Plant No. 1,Activated Sludge Facility No. 1, Mode:Nitrification...........................................................................................................349 Table 3-30 Design Criteria for Plant No. 1,Activated Sludge Facility No.2, Mode: Carbonaceous........................................................................................................3-50 Table 3-31 Design Criteria for Plant No. 1,Activated Sludge Facility No.2, Mode:Nitrification...........................................................................................................3-51 Table 3-32 Plant No. 1 Solids Handling Major Components...................................................3-54 Table 3-33 Plant No. 1 Digester Gas Handling Major Components.......................................3-55 Table 3-34 Plant No. 1 Digesters and Digested Sludge Holding Tanks.................................3-56 Table 3-35 Plant No. I Digester Gas Compressors...................................................................3-58 Table 3-36 Summary of Performance for Sludge and Solids Handling,and Odor Control at Plant No.I.............................................................................................3-60 Table 3-37 Plant No. I Sludge and Solids Handling Facilities Basis of Design....................3-62 Table 3-38 Plant No. 1 Side Streams............................................................................................3-68 Table 3-39 Plant No.1 WSSPS-Major Components...............................................................3-73 Table 340 Plant No.1 WSSPS-2-Major Components............................................................3-73 Table 341 Plant No.I Bleach Feed Points.................................................................................3-75 Table 342 Plant No. 1 Bleach Station Equipment Summary..................................................3-76 Table 3-43 Total Chlorine Residual-Effluent Limitations......................................................3-78 Table 3-44 Plant No. 1 Bleach Station Design Criteria.............................................................3-80 Table 315 Existing and Planned Odor Control Facilities at Plant No. 1...............................3-81 Table 346 Odorants Identified per Plant Process Area,their Characteristics, and Nuisance Levels.........................................................................................................3-82 Table 347 Water Utility Systems................................................................................................3-83 Table 348 Water Systems by Usage...........................................................................................3-84 Table 349 Plant No. 1 City Water Pump Station-Major Components................................3-85 Table 3-50 Plant No. 1 Plant Water Pump Station-Major Components..............................3-86 Table 3-51 Estimates of Potable,Reclaimed,and Plant Water Demands-Plant No.1 ......3-87 Table 3-52 Details of Cengen Generators at Plant No. 1..........................................................3-89 Table 3-53 Fiscal Year 2015-16 Electrical Use.............................................................................3-93 Table 3-54 Fiscal Year 2015-16 Natural Gas Use.......................................................................3-93 Table 3-55 Design Criteria for the Cengen Facilities and Digester Gas Utilization and Equipmentat Plant No. I.................................................................................................3-94 Table 3-56 Fiscal Year 2015-16 Electrical Use.............................................................................3-98 Table 3-57 Fiscal Year 2015-16 Natural Gas Use.......................................................................3-98 Table 3-58 Plant No.1 Standby Generation Summary...........................................................3-104 Table 3-59 Communications Systems.......................................................................................3-107 h .PbNQ� 3 OCSDR&2017-Pb.i ,1. rc w J.O PIPNCTA.1 Table 3-60 Communications Systems(highlighted cells represent areas currently under construction).................................................................................................................... 3-112 Table 3-61 Plant No.1 High Pressure Air Systems.................................................................3-115 Table 3-62 Plant No.1 Physical Characteristics ......................................................................3-119 Figures Figure 3-1 Plant No. 1,2016 Solids Routing...............................................................................3-54 Figure 3-2 Plant No. 1 Cengen Heat Recovery Loops Schematic............................................3-90 Figure 3-3 ICS Network Topology.............................................................................................3-110 Figure 3-4 Outlying Pump Station Communications............................................................3-111 Exhibits Exhibit 3-1 Plant No. 1 Preliminary Treatment Index Map Exhibit 3-2 Plant No. 1 Preliminary Treatment Detail Map Exhibit 3-3 Plant No. 1 Primary Treatment Index Map Exhibit 3-4 Plant No. 1 Primary Treatment Detail Map Exhibit 3-5 Plant No. 1 Secondary Treatment Index Map Exhibit 3-6 Plant No. 1 Secondary Treatment Detail Map Exhibit 3-7 Plant No. 1 Solids/Gas Facilities Index Map Exhibit 3-8 Plant No. 1 Solids/Gas Facilities Detail Map Exhibit 3-9 Plant No. 1 Solids handling System(Project P1-101) Exhibit 3-10 Plant No. 1 Digester Gas System Exhibit 3-11 Plant No.1 Gas Handling System Exhibit 3-12 Plant No. 1 Major Sidestreams Exhibit 3-13 Plant No. 1 Effluent Disinfection Feed Points Exhibit 3-14 Plant No. 1 Potable Water Location Map Exhibit 3-15 Plant No. 1 Reclaimed Water Location Map Exhibit 3-16 Plant No. 1 Plant Water System Location Map Exhibit 3-17 Plant No. 1 Plant Air System Map Exhibit 3-18 Plant No. 1 Major Electrical Facilities Location Map Exhibit 3-19 Plant No. 1 Heat Recovery System Flow Diagram Exhibit 3-20 Plant No. 1 Odor Control Facilities Location Map Appendices Appendix B TPODS Data 4ID IX Do&N 17-PY WLthen 3.0 Plant No. 1 3.1 Preliminary Treatment 3.1.1 Overview Orange County Sanitation District(OCSD) collects and treats wastewater from an estimated 2.6 million people in central and northwestern Orange County.OCSD receives influent from the Santa Ana Watershed Project Authority (SAWPA) through the Santa Ana River Interceptor (SARI) line at the northeast corner of the service area.OCSD also receives wastewater from the eastern portion of the Irvine Ranch Water District and sludge from the Michelson Water Reclamation Plant. Plant No. 1,in the City of Fountain Valley,upstream of Plant No.2,receives flow from the eastern,some western,and inland parts of the service area. Each Plant No. 1 trunk line can be diverted to Plant No. 2 via the Interplant Diversion,depending on the capacity available in that line. The Knott and Magnolia/Bushard trunks are normally diverted through the Bushard Diversion Box and Knott Transition Structure to the Ellis trunk,Steve Anderson Lift Station(SALS),and Plant No. 1.SALS,which allows for flow balancing between both treatment plants,replaced the Ellis Avenue Pump Station. Flows from the SARI line are tributary to Plant No. 1.However,the State Water Resources Control Board Division of Drinking Water (DDW)has not approved SARI water as a reclamation source for OCWD. SARI flows are diverted to Plant No.2 through the Interplant Diversion to avoid contact with the OCWD supply. 3.1.1.1 Trunk Line Connections Plant No. 1 receives raw wastewater primarily from the eastern and inland parts of the service area.Plant No. 1 Preliminary Treatment Index and Details are shown on Exhibits 3-1 and 3-2. Trunk lines connecting to Plant No. 1 are listed in Table 3-1. TA13 E3-1 Plant Nb. 1 TnukLine Connections Rated Trunk Sewer Service Capacity (Meter Name) Areas Pipe Size (mgd) Connection Location Baker-Main(Air Base) 6,7, 14 78-inch RCP 58 M&D Santa Ana Trunk(Talbert) 1 48-inch RCP 51 M&D SARI (Santa Ana) 2, 13 84-inch RCP 184 M&D Newhope-Placentia(Newhope) 2 54-inch RCP 87 M&D Euclid(Euclid) 2 42-inch RCP 22 M&D Sunflower(Sunflower) 1,7, 14 84-inch RCP 184 M&D pvl m6vLbcwrctii/CkoVCAYx DIW39POQM1l mbk M17h§ PIe� 30 DF 2017-Pbmi ,lA x 3-1 3.O PIPNCTA.1 TABLE 3-1 Plant No. 1 Trunk Line Connections Rated Trunk Sewer Service Capacity (Meter Name) Areas Pipe Sim (mgd) Connection Location Ellis Avenue Trunk(SALS) 3 78-inch RCP 80 Downstream of M&D SALS—Steve Anderson Lift Station RCP—reinforced concrete pipe M&D—Metering and Diversion Source: 1999 Strategic Plan(for Rated Capacity) 3.1.1.2 Flow Routing and Pumping Capacity All Plant No. 1 trunk lines,except the Ellis Avenue Trunk,connect upstream of the Metering and Diversion(M&D) structure.The Ellis Avenue Trunk connects to SALS,which discharges to the Sunflower Pump Station discharge channel. Under normal operation,Plant No. Ps Headworks No. 2(HW2)provides all the preliminary treatment at Plant No. 1.Under P1-105,HW2 will be rehabilitated,and Headworks No.1 (HW1) will be demolished. In this Master Plan, "Headworks" at Plant No. 1 without mention of a number generally refers to HW2. The P1-105 design criteria for HW2 rehabilitation are provided in Section 3.1.5 of this chapter. Flows through the Headworks can be routed to any primary clarifier through three splitter boxes.The rated influent pumping capacities at Plant No.1 are shown in Table 3-2. TABLE 3-2 Plant No. l Rated hl&entP Cape Headworks Total Pumps Duty Pumps Rated Capacity(mgd) Headworks No. 1 (2)30 mgd pumps 1 pump x 30 mgd 30 Headworks No.2` (5)70 mgd pumps,450 hp each 4 pumps x 70 mgd 280 Total Rated Capacity 310 Each rated capacity assumes that one pump serves as a standby unit. `Refer section 3.1.5 for design criteria for planned upgrades(P1-105). 3.1.1.3 Nbtering and Diversion(NW)Structures The M&D structure contains flow meters and instrumentation to monitor the wastewater entering Plant No. 1. The structure has a total of six magnetic flow meters,one for each influent trunk and one on the diversion line to Plant No.2. Flow from all incoming trunk lines can be routed to adjacent trunk line meters or to Plant No.2,if capacity is available. 3-2 M17-PYm L6 x 3.0PVNITA.1 3.1.1.4 Sunflower Pump Station The Sunflower Trunk enters the M&D structure much deeper than the other trunks.After passing through a meter in the M&D structure,its flows me lifted by the Sunflower pump station and discharged to the Headworks Inlet Channel immediately downstream of the M&D structure.The Sunflower Pump Station has two 108-inch-diameter screw pumps. TABLE 3-3 SunBoNer Station Mg capacity Sun, ower PS Total Pumps Duty Pumps Rated Capacity(mgd) (2)40 mgd pumps, 150 hp each 1 pump x 40 mgd 40 Each rated capacity assumes that one pump serves as a standby unit. 3.1.1.5 Steve Anderson lift Station(SAIS) Flows from the Ellis Avenue Trunk are routed to SALS at Plant No.1,which discharges to the Sunflower Pump Station discharge channel.A magnetic meter measures flow in that facility. Flow tributary to P2 is diverted from the Knott and Bushard trunk line through a diversion box to supplement water to Plant No.1. TABLE 34 Stew Anderson Ziff Station 9 Cx c Steve Anderson LS Total Pumps Duty Pumps Rated Capacity(mgd) (4)20 mgd pumps,200 hp each 3 pumps x 20 mgd 60 Each rated capacity assumes that one pump serves as a standby unit. 3.1.1.6 Aeadworks No. 1 HW1,constructed in 1959,is used only during extreme wet weather events.Screenings and grit removal were decommissioned at HWl,making it capable only of influent pumping. The channel that connects HWl to HW2 downstream of the HW2 bar screens has a capacity of 100 mgd,but only two 30-mgd pumps remain at HW1.The existing grit chambers do not function.Flows can be routed through the chambers,but manual cleaning is required to remove grit from the bottom of the grit chambers. Flows from HW1 can be routed only to PCs 1-5. Because HWl is slated for demolishment under P1-105,it should not be considered available pumping capacity. 3.1.1.7 Headworks No. 2 HW2 provides preliminary treatment at Plant No.1,and includes bar screens,influent pumping,grit removal,odor control,chemical addition facilities,and primary influent metering and control structures. 3.1.1.7.1 Bar Screens HW 2 has four climber mechanically cleaned bar screens.Two screens have a 1-inch clear bar spacing,and two screen have a 5/8-inch clear bar spacing.The bar screen facility includes an emergency screen bypass channel.A covered conveyor belt transports screenings to an enclosed storage bin building for offsite disposal. ,v,J m cwrc�m2AYlCSD9033R`OQ Mb bka017h ,.P�3 OCSDIM WU-Pk.m ,1. rc 13 3.O PIPNI'TA.1 3.1.1.7.2 Influent Pumping HW2 has five 450-horsepower(hp),70-mgd pumps(four duty plus one standby).All pumps have variable frequency drives (VFDs). 3.1.1.7.3 Grit Removal HW2 has five aerated grit removal chambers. Each contains four grit-collection hoppers. 3.1.1.7.4 Odor Control HW2 is fully enclosed.According to smoke and differential pressure testing conducted under SP-182,fugitive emissions do not occur from HW2 and the trunk lines. 3.1.1.7.5 Chemical Addition Facilities Chemical addition facilities are present in the preliminary treatment area for odor control and Chemically Enhanced Primary Treatment(CEIM.Hydrogen peroxide is used for odor control in Headworks 2,but will be replaced with sodium hypochlorite as part of Project P1-105. Chemical scrubbers 1-4 use sodium hypochlorite,caustic soda,and hydrochloric acid. CEPT is implemented by the addition of ferric chloride in the primary influent which promotes coagulation.Odor control and CEPT are discussed in other sections. 3.1.1.7.6 Primary Influent Wering and Control Structures At the discharge side of the grit chambers are three primary influent splitter boxes. One connects to PCs 1-5 via a 72-inch-diameter pipeline.The other two boxes connect to PCs 6-31 via two 90-inch-diameter pipelines.Flow splitting is controlled using weir gates.Although flow meters are installed on the influent lines,they are unreliable. Two automatic samplers take samples from the grit chamber effluent channel upstream of the splitter box before ferric chloride addition for CEPT. 3.1.2 Operational Philosophy 3.1.2.1 Interplant FlowUstnbution Much of the OCSD raw wastewater tributary flow can be treated by either Plant No. 1 or Plant No.2. The distribution of flow between the plants can be varied by operating diversion gates at Plant No. 1 and by the SALS. The distribution of flow between the plants is generally operated to achieve the following goals: • Maximize OCWD's reclamation by maximizing flows to Plant No. 1. • Avoid overloading and under-loading either plant. • Avoid bringing SARI flow into Plant No. 1 because it is not acceptable for reclamation. SARI flows are normally diverted to Plant No.2,except during an extreme high-flow emergency or a special circumstance that limits Plant No. 2 s ability to receive flow. The DDW has not approved SARI water as a reclamation source because it contains brine discharges from the upper watershed and treated water from the Stringfellow Superfund site.Thus,OCWD must cease reclamation operations when SARI flow is brought into Plant No. 1.Once the SARI flows are routed back to Plant No.2,an estimated 24 hours is required to restore flow to OCWD. 34 pw//a'AmWNcwrcndKticoVCNOLSD'10339ADNRfnmbks20U] urP6NOn 3IXSDFW M17-PYmN,Ld 10PV NaI For Sunflower flows to enter Plant No. 1,they must be lifted by the Sunflower Pump Station. The Sunflower Pump Station is normally operated to bring all Sunflower flows to Plant No. 1. When the Sunflower Pump Station is out of service,or when influent flow exceeds the pump station's capacity,the flow is diverted to Plant No.2 through the Interplant Diversion. To optimize OCWD's reclamation at Plant No. 1,Ellis Avenue Trunk flows will vary.During emergencies or extreme flow events,SALS can be operated to allow additional flow diversion into Plant No.1. In addition to the influent raw sewage,Plant No. 1 receives approximately 17 mgd of backwash flows from OCWD,which are metered and sent directly to Primary Clarifiers 6 through 15.Any portion of the backwash can be sent to Plant No.2 via the Interplant Diversion. 3.1.2.2 Nbtering and Diversion Structure Flows from each trunk line normally pass directly to the metering line for that trunk.Each metering line contains a magnetic flow meter where flow,pH,conductivity, and temperature are measured. Isolation gates allow for each metering line to be isolated.Diversion gates, located downstream of the flowmeters,provides the ability to divert flows from one or more sewers to Plant No.2 via the Interplant Interceptor.Level monitoring is provided at each upstream compartment for each influent trunk line,as well as in the Sunflower compartment downstream of the flowmeter.The M&D Structure also includes a drainage sump for draining influent meter piping prior to meter removal. 3.1.2.3 Sunflower Pump Station Under normal operation,the Sunflower Pump Station brings all Sunflower flows into Plant No. 1. One constant speed screw pump operates continuously.Two pumps are installed,one acting as the lead pump,and the other as a standby pump. 3.1.2.4 Steve Anderson lift Station(SAIS) Wastewater from the Ellis Avenue Trunk flows by gravity to the Steve Anderson Lift Station (SALS),which discharges those flows to the Sunflower Pump Station discharge channel. The SALS flow rate varies based on the reclamation and operational needs described above.A control gate in the intersection of Ellis Avenue and Bushard Street modulates flow to maintain a constant flow rate,and the SALS pumps maintain a set level in the wet well. 3.1.2.5 Fleadworks M. 1 HWl is a standby facility and does not operate under normal conditions.When HWl does operate,the wet wells of HW2 and FIW1 operate as one. Ff Wl contains two 30-mgd pumps with constant speed drives. The level in the wet well is maintained by varying the speed of the HW2 pumps.Although the grit systems me inoperable, they act as a conduit to route flows to PCs 1-5. They must,however,be manually cleaned after use. p��m2AYlCSD'10339tOQ Ml bke017 M1 ,.Plervgaper 3 OSDFW W17-Pk.m ,1. rc 15 3.O PIPNI'TA.1 3.1.2.6 Headworks No.2 HW2 provides all preliminary treatment at Plant No. 1. It includes bar screens,influent pumping,grit removal,and chemical addition facilities.The screened material is conveyed to the rag and grit bin room and then hauled to a landfill. 3.1.2.6.1 Bar Screens Two of the four climber bar screens are typically in operation and rake automatically based on timer and differential levels.The timer is the default control and initiates a cleaning cycle at regular intervals.The differential level control will override the timer control and initiate raking when the differential level across the screen reaches an operator-adjustable setpoint. The emergency bypass channel can be used if the bar screens collectively experience plugging during a wet weather event.Using this bypass allows unscreened flow to enter downstream processes,increasing maintenance on downstream equipment and facilities. 3.1.2.6.2 Influent pumping This pump station contains five 70-mgd pumps with variable speed drives that can operate between 250 and 350 revolutions per minute(rpm). The number of pumps in service depends on flow.The pump station has a split wet well consisting of three compartments.Under normal operation,three pumps vary speed to maintain a wet well level. 3.1.2.6.3 Grit Removal HW2 has five aerated grit removal chambers,with four typically operating at the same time. Operations staff determines the number of blowers and air flow rates using visual observation. Grit slurry is withdrawn to a setting tank and then separated by a paddle system that moves the grit up into the rag and grit bin room.The grit drops into bins to be hauled for landfill disposal. P1-105 will rehabilitate the grit chambers to improve grit capture and pump the grit to a new grit washing and dewatering facility. 3.1.2.6.4 Odor Control Odor control is discussed in detail in Section 3.7. 3.1.2.6.5 Chemical Addition Operations Chemical addition for odor control is discussed in detail in Section 3.7. Enhanced primary treatment chemical use is discussed in detail in Section 3.2. 3.1.2.6.6 primary Influent SplitterBox The primary influent splitter box typically sends flow to PCs 3-31. Modulating weir gates are adjusted automatically to control the flow split.Only one of the two 90-inch pipelines is normally used to route flow to PCs 6-31.The second pipeline is used only during PW WF events. Although flow can be sent to PCs 1-2,these basins are used only during extreme flow events. PCs 1-2 are planned for demolition under the F1-126 Primary Clarifiers Replacements and Improvements at Plant No. 1 Project.PCs 3-5 will be replaced and potentially relocated under the P1-126 Project. 36 pw//a'AmWNcwrcndKticoVCNO D10339ADNRfnmbksM17h urP6NOn 3IXSDRW M17-PYmN,Ld 3,0PLMTNO..1 3.1.3 Current Performance A Treatment Plant Operational Data Summary (TPODS) is presented in Appendix B. For FY 2015-16,grit and screenings monthly removal averaged 264 tons at Plant No.1.With an average flow of 117 mgd,this equates to 148 lbs/day/MG. In 2000,the grit auger system in HW2's grit removal facility was retrofitted with a grit paddle system,increasing grit removal by 40 tons per month.P1-105 will replace the grit auger system with a new grit pumping system followed by flared classifiers and cyclones to further improve grit removal efficiency. In 2002,as part of the evaluation for the P2-66 Headworks Project,bar screens with smaller openings were installed at Plant No. 1.Two of the four bar screens with a 1-inch clear bar spacing were retrofitted with a 5/8-inch-clear bar spacing,increasing screening removal by 40 percent or 25 tons per month.These bar screens have remained in service.P1-105 will install six new bar screens with a 5/8-inch clear bar spacing in existing channels. 3.1.4 Design Criteria for Current Facilities Design criteria for HW2 are provided in Table 3-5. TABLE 3.5 asign Criteria for l-leedvrks lib.2 at Plaml-b. I Item Design Criteria Flow Average Daily(mgd) 130 Peak Hour(mgd) 280 Screening No.of Screens 3+ 1 standby Type of Screen Climber-Type Bar Screen Inclination Angle(degrees from horizontal) 80 Screen Field Width(feet each) 8 Clear Bar Spacing(inch) (2) 1-inch,(2)5/8-inch Pumping—Main Sewage Pumps No.of Pumps 4+ 1 standby Capacity of Each(mgd) 70 Total Pumping Capacity(mgd) 280 Total Dynamic Head(TDH)(feel) 28 Total Motor(hp each) 450 Grit Chambers No.of Grit Chambers 5 Length(feet) 38 Width(feet) 20 Depth(feet) 14 Grit Chamber,Air Supply No.of Blowers 2+ 1 standby pvl w6vLbcwrctii/CkoVCAYICSa'10339POQ Mmb1ea2017 hhsmPle� 306DFM 2017-Pbmi ,LA }7 3.O PIPNCTA.1 TA13LE3-5 Design Criteria for Headworks No.2 at plant No. 1 Item Design Criteria Flow Rate—Grit Chambers(ft/min/ft) 5 Flow Rate—Channel Aeration(ft3/min/ft) 1 Grit Chamber,Velocity Through Tank Maximum Daily(feet/section) 0.2 Peak Hour(feet/section) 0.3 Grit Chamber,Detention Time Maximum Daily(minutes) 2.8 Peak Hour(minutes) 2.0 Source:OCSD. 1987. P1-20 Headworks No.2 at Reclamation Plant No. 1. Record Drawings. ft3/min/ft—cubic feet per minute per foot Design criteria for HW1 are provided in Table 3-6 and include screening,pumping, and grit chambers. TABLE 3-6 Design Criteria fixlleadwarks No. l at Plant No. 1 Item Design Criteria Screenings No.of Units 2 Channel Width(feet each) 8 Influent Pumping No.of Pumps 2 Capacity(mgd) 1 @ 30 mgd, 1 @ 30 mgd standby (2 open spaces) Total Installed Capacity(mgd)(2007) 60 Channel Capacity(mgd) 100 Grit Chambers(out of service) No.of Chambers 2 Length x Width(feel) 28 x 20 Depth(feet) 14 Source:OCSD. 1989. Collection,Treatment,and Disposal Facilities Master Plan. February. OCSD. 1987. P1-20 Headworks No.2 at Reclamation Plant No. 1.Record Drawings.General Flow Schematic. P1-20 Headworks.Drawing IGII. Sheet No. 13 of 291. May. 3.1.5 Planned Upgrades Currently In Design 3.1.5.1 P1-105-Igeadworks Rehab/Expansion at Plant No. I job No.P1-105 will rehabilitate and refurbish process equipment and infrastructure within the Plant No. 1 Headworks facility to ensure it continues to be operational. Most of the project includes upgrades to existing bar screens,an additional bar screen,a screenings compressor, improvements to the grit removal facilities,improvements to the power distribution system, 3A M17-PYm L x 3.0PIMrM..I including three new larger emergency generators, and miscellaneous process,mechanical, structural,and instrumentation and control (I&C) upgrades. 3.1.5.1.1 as ign Criteria.for Bar Screens Table 3-7 summarizes the design criteria for the bar screens,pump station,and headworks under P1-105,the Headworks Rehabilitation at Plant No. 1. TABLE 3-7 Design Criteria forP1-105 1kad13orks Criterion Value Bar Screens Peak Design Flow(mgd) 320 No.of Bar Screens 5+1 Type of Bar Screen Climber-Type Bar Screen Peak Design Flow per Screen(mgd) 64 Inclination Angle(degrees from horizontal) 80 Screen Field Width(feet) 8 Clear Bar Spacing (inch) 518 Clean Screen Velocity @ Peak Flow(feet per second) 2.44 Pump Station Peak Design Flow(mgd) 320 No.of Pumps 4+1 Type of Pump Dry-Pit Vertical Centrifugal Non- Clog Peak Design Flow per Screen(mgd) 80 Motor Size(hp) 700 Drive Type VFD Grit Chambers Peak Design Flow(mgd) 320 No.of Grit Chambers 5 Type of Grit Chambers Aerated Total Aeration Requirement(cfm) 200 to 1,200 No.of Blowers 2+1 Blower Capacity(cfm) 600 Type of Blower Rotary Lobe Positive Displacement Blower Motor Size(hp) 40 Drive Type VFD pvl w6vLbcwrctii/CkoVCAYIC DIW39POQ Mmb1ea2017 hhsmPleN ,*s3IXSDIM 2017-P6mi ,lA x 19 3.O PIPNCTA.1 3.1.6 Criticality Table The term"criticality," when applied to a particular equipment unit,refers to the likely consequence of that unit's failure.These failure consequences are broken into categories according to various process requirements. The following subsections include information from the revised (2012) Criticality Table, originally from the 2007 Energy Master Plan. 3.1.6.1 Criticality Categories Equipment in this process area generally falls into the following categories: • Water-In: Influent pumping,flow control gates,screening/grit removal. • Process Control:Instrumentation,lighting panels,communications,SCADA,valve/gate operators. • Sump Pumps. • Area Classification:Ventilation fans. • Odor Control: scrubber equipment,supply,and exhaust fans. • Administration/Maintenance. Water-In(influent pumping)is the main criticality category affected by equipment in this process area. This includes influent pumps(main sewage pumps),bar screens,and diversion gates. 3.2 Primary Treatment After preliminary treatment,primary clarifiers remove the settleable and floatable solids in the wastewater.Sludge and scum are sent to anaerobic digesters for stabilization. 3.2.1 Overview The Treatment Index and Details for Plant No.1 are shown on Exhibits 3-3 and 3-4.Table 3-8 summarizes the primary clarifiers at Plant No.1. TABLE 3-8 Prinary Clarifiers at Plant M. I Capacity Total Clarifier No.of Each Capacity Project Year No. Shape Units (mgd) (mgd) Installed Installed 1-2 Rectangular 2 6 12 Pi-23R 1986 3-4 Circular 2 12 24 P1-1 1956 5 Circular 1 12 12 P1-11 1963 6-15 Rectangular 10 6 60 Pi-33 1992 16-31 Rectangular 16 6.25 100 Pl-37 2007 Total 1 31 1 208 PCs 1-2 were built to replace the two original circular clarifiers.These primary clarifiers are now used only during extreme flow events.They share a common sludge-and-scum-pumping facility at the southwest end of PCs 1-2,which are planned for demolition under Project P1-126 Primary Clarifiers Replacements. 3-10 pwUa'Am�n90339�Ms k,aOPb .,PYWO ,30SDr&N19-PbnW LE . 3.0PIPNCTA.I PCs 3-4 share a common sludge-and-scum-pumping facility located between them.PC 5 shares a common sludge and scum pumping facility with PCs 1-2. After PC 6-31 PCs were built,PCs 3- 5 were to be used only in stormflow events. However,these facilities continued to treat primary flows through 2016. PCs 3-5 have varying levels of deterioration due to corrosion and wear and tear. In 2016,PCs 3-5 were taken out of service because the facilities were in poor condition.PCs 3-5 will be replaced and potentially relocated under the P1-126 Project.If repairs are made,OCSD may consider putting these facilities back online until P1-126 starts construction so the facilities can operate safely. PCs 6-31 were built to provide all primary treatment at Plant No.1.However,PCs 6-15 did not adequately produce sludge density.As a result,before PCs 16-31 were built,primary sludge from PCs 6-15 was routed to PCs 3-5 for thickening. Currently,dilute sludge from PCs 6-15 is routed to the east clarifiers of PCs 16-31. Significant differences exist between the PCs 16-31 east and west clarifiers in the way the sludge withdrawal systems were designed to operate. These differences are discussed in later sections. 3.2.1.1 Plant No. 1 Flow Routing Plant No. 1 primary influent and effluent flow routing is summarized in Table 3-9. TABLE 3-9 PrimaryTmaorent Flow Routing at PlantlVo. 1 Effluent Destinations Influent Trickling Sludge Basin No. Sources Filters AS-1 AS-2 Outfall Destination 1-5 HW1, HW2 Via TFPS Via Not Yes Digesters WSSPS PEPS possible Post P1-101- Ability to Send Sludge to Thickening Centrifuges Before Digestion 6-15 Westside HW2 Not Gravity Gravity Yes 16-31 Eastside 16-31 Westside WSSPS possible Flow Flow Post Pi-101- Ability to Send Sludge to Thickening Centrifuges Before Digestion 6-15 Eastside HW2, Via TFPS Gravity Gravity Yes Digesters 16-31 Eastside WSSPS, Flow Flow Post Pi-101- TF(sludge/scum), Ability to Send PCs 6-15(sludge) Sludge to PCs 16-31 Westiside Thickening (sludge),GWRS MF Centrifuges Backwash Before Digestion AS-1 -Activated Sludge Plant 1 TFPS-Trickling Filter Pump Station AS-2-Activated Sludge Plant 2 PEPS-Primary Effluent Pump Station WSSPS-Waste Side Stream Pumping Station TF-trickling filter pvl m6vLbcwrctii/CkoVCAYICSD'10339POQ Mmb1ea20l7h wPle� 30 DP 2017-Pbmi ,1. rc 3-11 3.O PIPNCTA.1 3.2.2.1 Influent Following 1IW2,there are three primary influent splitter boxes at the discharge side of the grit chambers.Splitter Box 3 feeds PCs 1-5 via a 72-inch pipeline.Splitter Boxes 1 and 2 feed to the PCs 631 Primary Influent Splitter Box (PISB)via one of the two available 90-inch pipelines. Flow from HW1 is routed to PCs 1-5,but cannot be routed to PCs 6-31. PCs 16-31 Eastside can receive sludge and scum from the Trickling Filter Sludge and Scum Pump Station through an 8-inch pipe.This pipe connects to the PCs 16-31 Westside dilute sludge pump discharge pipe. PCs 16-31 Eastside can receive primary sludge (dilute sludge)from PCs 6-15 and PCs 16-31 Westside. 3.2.1.2 Waste Streams (WSSPS) The WSSPS-1 conveys waste flows from certain processes to the primary clarifiers for thickening. The WSSPS-1 can convey the following waste streams: • Primary sludge (if routing primary sludge from PCs 6-31 to PCs 3-5 for thickening). • Trickling filter sludge. • PCs 6-31 Scum decant. • OCWD return streams (GAP backwash,GWRS screenings). • Scum from the activated sludge secondary clarifiers. • Sump flows to WSSPS-I. • Storm flows. • AS-1 clarifier drainage. Before Project P1-37 was constructed,the WSSPS conveyed primary sludge from PCs 6-15 to PCs 35 for thickening.PCs 3-5 are no longer used for thickening. The WSSPS can pump waste streams to either PCs 1-5 or PCs 6-31. An overflow is also available to bypass flows to Plant No. 2 through the 78-inch interplant diversion pipeline. Flows to PCs 1-5 are routed from the 24-inch WSSPS discharge pipe to a 16-inch pipe running eastward along North Perimeter Road and southward around PC 4 to the PC 1-5 Distribution Box.A 10-inch pipeline also joins the 24-inch discharge,which is blind flanged at the PCs 3-4 sludge-and-scum pump station. Flows from the WSSPS-1 to PCs 6-31 are routed southerly from the 24-inch discharge header to the PISB at the north end of PCs 6-31.The WSSPS is discussed in detail in Master Plan Volume 2,Section 8. Currently,backwash flows from OCWD are fed exclusively to the Eastside of 6-15 PCs.A future project to relocate the backwash flow to the primary effluent is recommended to reduce hydraulic loading on the primaries. 3-12 IXSDFW N17-PbnW LE . 10PI M..1 3.2.1.3 Effluent Effluent from the primary clarifiers can be routed either to secondary treatment facilities at Plant No. 1 or to Plant No.2 for ocean disposal. In 2012,OCSD began operating at secondary standards,and primary effluent is no longer routed for ocean disposal. Aft primary effluent from PCs 1-5 passes through the Primary Effluent Junction Box(PEJB).All primary effluent from PCs 6-31 passes through the Primary Effluent Distribution Box (PEDB-2), except effluent from PCs 6-31 Eastside,which also passes directly to the TFPS (Exhibit 3-5). The TEES must pump all flow to the trickling filter facility. Flows can be routed from PCs 1-5 through the PEJB,or from PCs 6-31 Eastside.PCs 6-15 Westside and PCs 16-31 Westside basins cannot be routed to the trickling filter facility. Primary effluent from PCs 1-5 can be routed to the existing Activated Sludge Plant(AS-1) through the PEJB;however,the low elevation of PCs 1-5 requires Primary Effluent Pump Station (PEPS)to pump this flow.Flow from PCs 1-5 cannot be routed to AS-2 because AS-2 does not have a PEPS. Because PCs 6-31 are at a higher elevation,they allow for gravity flow to AS-1 and AS-2. PCs 3-5 will be replaced with PCS at a higher elevation and will potentially be relocated under the P1-126 Project.The new PCs 3-5 will not need to be pumped by PEPS,which may be demolished under the P1-126 project. Flows to the outfall at Plant No. 2 are routed through one of the effluent interplant pipelines. 3.2.1.4 Solids Routing Plant No. 1 uses primary clarifiers to thicken primary sludge from other primary clarifiers. Before Project P1-37,sludge from PCs 6-15 was sent to PCs 3-5 (via WSSPS)for thickening. Project P1-37 added PCs 16-31 to PCs 6-15.PCs 16-31 Eastside were intended to be the thickening basins for PCs 6-15 and PCs 1631 Westside,eliminating the need for PCs 3-5 to operate as thickening basins. Primary sludge and scum from PCs 3-5 is pumped directly to the digesters.After the P1-101 project is complete,Operations will have the ability to pump primary sludge to thickening centrifuges pre-digestion. After completing P1-101,primary sludge from PCs 16-31 will be pumped to thickening centrifuges before being pumped directly to the digesters. A pipe line is in place that allows for diverting primary sludge to Plant No.2 influent. Scum is routed to scum pits,where water continuously decants as scum accumulates.Scum is manually pumped to the digester once every one to three days,and scum decant flows by gravity to WSSPS.The P1-101 project will eliminate the comingling of primary sludge and scum in the conveyance lines by installing a separate scum pipeline directly to the digesters. qvl/Gm6vLbcwrcnm/CkoVCAYICSD'10339POQM1lFereb1ea201]h .Ple� 306DFW 2017-Pb.i ,LA 3-13 3.2.1.5 Sludge Diversions from Plant ND. 1 to Plant M.2 Plant No. 1 treats more flow to support GWRS.Until P1-101 is online,OCSD lacks sufficient digester and dewatering capacity to treat the extra solids.While secondary treatment at Plant No. 1 was expanded as it related to GWRS expansion,Project P1-101 constructed a primary sludge diversion line.This line can be used to divert sludge solids from Plant No. 1 to Plant No. 2. Increased flow into Plant No. 1 and additional secondary treatment facilities recently brought online have generated solids beyond the existing Plant No.1 digester capacity.To address this, a future project,P1-101,will construct a permanent line.The new thickening centrifuges associated with P1-101 will increase the overall solids concentration of sludge pumped to the Plant No. 1 digesters,reducing the level of solids diversion to Plant No.2.Future NPDES permits will need to consider solids diversions from Plant No. 1 to Plant No.2. 3.2.1.6 Odor Control Facilities The odor control facilities are described in detail in Section 3.7. All primary clarifiers are covered,and foul air is routed to four single-stage chemical scrubbers (Scrubbers 5-8). 3.2.2 Operational Philosophy To improve effluent quality (TSS and BOD),the primary treatment facilities at both plants use CEPT consisting of ferric chloride and anionic polymer.The ferric chloride also reduces hydrogen sulfide(112S) in the digester gas.The rate of sludge draw-off from the sludge hoppers is balanced to increase sludge density without allowing the sludge to go septic in the clarifiers. Since the secondary facilities are designed assuming that CEPT is used,CEPT is also significant to the secondary treatment process. CEPT feed points for Plant No. 1 are summarized in Tables 10 and 3-11. TABLE3-10 CEPTFerric al onde Feed Points at Plant No. 1 Primary Feed Point Clarifiers Fed Description HW2 Grit Chambers Splitter Boxes 1-3 PCs 1-5 Splitter Box 1 feeds PCs 6-31, PCs 6-31 Splitter Box 2 feeds PCs 6-31. Splitter Box 3 feeds PCs 1-5. Feed Flumes to PCs 16-31 Eastside PCs i6-31 Feed is located on dilute sludge pump Eastside discharge upstream of flumes feeding PCs 16-31 Eastside. TABLE3-11 CEPTAniome PolynerFeed Points at Pbnt Nb. l Primary Feed Point Clarifiers Fed Description Eastside Primary Distribution Box PCs 1-5 Individual feed to inlet to each PC inlet. (PCs 1-5 Distribution Box) PCs 6-31,PISB(PCs 6-31 Influent Box) PCs 6-31 Feeds all PCs 6-31. 3-14 pwUa'Am�n90339�1s k,20rlb .,PYWO ,3IXSDoOr N19-Pb WtE . 10PI M..1 TABIE3-11 CEPT Anionic Polymer Feed Points at Plant Nb. I Primary Feed Point Clarifiers Fed Description PCs 6-31 Flow Distribution Flumes PCs 6-31 Feeds either west or east PCs 6-31 influent (10 Flumes) channel. PCs 6-31 Polymer Distribution Boxes PCs 6-31 Individual feed to the inlet baffle of each PC. (4 boxes) With Project P1-37, the intent was for PCs 6-31 to provide all primary treatment at Plant No.1. However,a more recent decision was made to replace clarifiers 3-5 for additional flexibility as part of P1-126. WSSPS-1 has a connection to both PCs 1-5 and to PCs 6-31.Isolation valves in the WSSPS structure allow flows to be isolated to either group of primary clarifiers. 3.2.2.1 Primary Clarifiers 1 to 5 3.2.2.1.1 Inflow PCs 1-5 can receive flow from either headworks via a 72-inch pipeline,or from the WSSPS. 3.2.2.1.2 Chemical Dosing The primary plant is equipped with independent ferric chloride and polymer feed facilities for CEPS Ferric chloride and polymer feed rates are manually adjusted,and ferric chloride is typically dosed at approximately 20 mg/L. Operations staff determines polymer rates based on jar testing. 3.2.2.1.3 Sludge Removal Primary sludge from PCs 1-5 is pumped with progressive cavity pumps to the Plant No. 1 digester. 3.2.2.1.4 Scum Removal Scum from PCs 1-5 is collected in a hopper within the clarifiers and is periodically pumped to the Plant No.1 digesters using progressive cavity pumps.Scum will be conveyed separately from sludge to the digesters after 111-101 completes.Excess water in the hoppers is pumped back into the clarifiers. 3.2.2.1.5 Primary Effluent Discharge Effluent from PCs 1-5 flows to the PEJB. From there,it can be routed to the ocean outfall system, the TFPS,or to PEPS. If the TFPS and PEPS are off,primary effluent will flow over the PI-9 redwood weir and to the outfall system,bypassing secondary treatment. 3.2.2.2 Primary Clarifiers 6 to 31 3.2.2.2.1 Inflow Influent from HW2 comes through two 90-inch pipelines,although only one is normally used. Flow from the two 90-inch pipelines is combined in the Primary Influent Splitter Box(PISB), which feeds PCs 6-31. qvl/Gm6vLbcwrctii/CkoVCAYICSn'10339POQ Mmb1ea2017 hhsmPle� 3OSDFM 2017-Pbmib.l.dxx 3-15 10PIP NQI Flow from the PISB enters a center feed channel that extends to the southern end of PCs 16-31. The channel end wall was designed so the channel could be extended in the future and flow could be distributed to the future primary clarifiers.The center feed channel carries an ultimate Average Daily Flow(ADF) of 218 mgd(358 mgd PW WF). Cut throat flumes distribute flow from the center feed channel to the existing influent channels on the east and west sides of the center feed channel. Flow from the PISB can also be routed directly to the"east or west influent channels" located on either side of the center feed channel. The center feed channel is aerated to prevent solids deposition.Aeration blowers and shear diffusers provide air to the center feed channel and to the east and west influent channels for PCs 16-31.The existing aeration system installed for the PCs 6-15 east and west channels under P1-33 remains in service. Influent enters the clarifiers through influent ports from the influent channels to the basins. Each clarifier has two ports. Each port has a sluice gate shutoff on the channel side and an inlet velocity diffuser or"target baffle" on the clarifier side. 3.2.2.2.2 ChemicalDosatg PCs 6-15 are equipped with ferric chloride and polymer feed facilities for CEPT.Ferric chloride and polymer feed rates are manually adjusted.Ferric chloride is dosed at approximately 20 mg/L,and anionic polymer is dosed at 0.20 mg/L.Polymer and ferric chloride dosing is based on jar testing performed by Operations staff. Adding ferric chloride to the primary influent downstream of HW2 for CEPT continues under PCs 16-31.To enhance flocculation and solids settling,redwood finger baffles were installed in the influent end of the clarifiers downstream of the polymer addition point. Ferric chloride can be added directly to the dilute sludge stream after the dilute sludge flow meter and before the sludge distribution flumes. Polymer distribution boxes distribute the polymer solution to each clarifier through overflow weirs designed to split the polymer flow equally among the basins.From the distribution boxes, the polymer solution flows by gravity to each clarifier through dedicated lines. As an alternate system,polymer solution can be distributed from the distribution boxes to the cut throat flumes through overflow weirs. 3.2.2.2.3 Sludge Removal PCs 6-15 were constructed with shallow sludge hoppers and do not effectively thicken sludge. In the past,several configurations for thickening were used. Currently,the solids content of the sludge is 0.5 percent and is called"dilute sludge".Dilute sludge is withdrawn from PCs 6-15 by four centrifugal chopper pumps. The dilute sludge is continuously pumped to the influent channel of PCs 16-31 Eastside for co-thickening with primary influent. Sludge from PCs 16-31 Westside is thickened in the sludge hopper and drained to the dilute sludge hopper,before being pumped directly to the digester using a progressive cavity pump in place of the centrifugal pump originally installed to pump dilute sludge to PC 16-31 Eastside(Shabbir pump).However,no standby pump is available in 3-16 IXSDFW N19-Pb WLE . 1OPMNTM..1 case of a failure. During a failure,sludge can be pumped using the dilute sludge pumps to the influent channel PCs 16-31 Eastside for co-thickening with primary influent. Sludge from PCs 16-31 Eastside is withdrawn using eight progressive cavity pumps installed under Project P1-124 and is then routed to the digesters. Under Project P1-101,thickening centrifuges have the capacity for primary sludge thickening. 3.2.2.2.4 Scum Removal Diluted scum,collected by the tipping troughs in each clarifier basin,flows by gravity into collection troughs (assisted by air sprayers) and then into the scum pits.All scum pits are located in the scum galleries.Four scum pits total are provided for PCs 16-31,and two scum pits total are provided for PCs 6-15. In the scum pits,floating scum and debris form a layer at the surface.The diluted scum discharge piping into the pits terminates below the liquid surface elevation to keep the scum layer from breaking up.The scum decant is then drained by gravity to the WSSPS-1,where the scum continues to collect and the scum layer thickens.The scum pits are periodically drained, and the scum is pumped to the digesters. 3.2.2.2.5 Prur ary Effluent Discharge To control the freefall depth from the launders to the primary effluent channel,modulating control valves are provided in the discharge line of both the Eastside and Westside effluent channels.The valves are modulated to maintain a set point level in the effluent channel. Primary effluent from these basins can be routed to any Plant No. 1 secondary treatment facility,except for the Westside channel for PCs 6-31,which cannot go to the trickling filters. The Eastside channel for PCs 6-31 has a connection to the TFPS.Effluent from PCs 6-31 could possibly be routed to the outfall system,bypassing secondary treatment by overflowing weir gates at PEDB2. 3.2.3 Primary Clarifier Capacity In general,the most significant flow rates for master planning are the ADF and Peak Wet Weather Flow (PW WF). The ADF capacity is the flow rate the facility can operate at efficiently for long periods.This type of capacity intends to cover the normal flow range occurring every day. The PW WF capacity is the maximum flow the facility can operate at within regulatory compliance for short periods.Because PW WF conditions occur infrequently,operating occasionally under this condition would not significantly affect the life of the equipment or plant operating economics. 3.2.3.1 Rated Capacity vs. Installed Capacity The"installed capacity" refers to the capacity with all installed units in operation.The"rated capacity" accounts for the possibility of units being out of service for maintenance or other reasons,such as unexpected equipment failure.Determining the number of units that should be assumed"out of service" or"standby" is based on the reliability criteria. Table 3-12 summarizes the PC capacity at Plant No.1. q JCa.6vLbcwrc�oVCAYICDIW39POQ M.b1ea2017 h .Ple� 3OSDF 2017-Pb.i ,LA 3-17 3.O PIPNCTA.1 TABLE 3-12 Prinm Clardier0laxnational and SM dbyCamacityat Plant No. I Installed ADF Capacity ADF Rated Capacity(Reliable PW WF Rated Capacity Capacity) (Reliable Capacity) Basin Capacity Total Capacity Total Capacity Total No. pertank Capacity pertank Capacity pertank Capacity Units (mgd) (mgd) Units (mgd) (mgd) Units (mgd) (mgd) 1-2 2 6 12 01 6 0 2 12 24 34 2 12 24 2 12 24 2 24 48 5 1 12 12 02 12 0 02 24 0 6-15 10 6 60 10 6 60 10 11.67 116.7 16-31 16 6.25 100 16 6.25 100 16 12.25 196 Subtotals 31 208 184 384.7 Sludge Recycle to PCs 16-31 (6.0)3 (6.0)3 (7.8)3 GWRS Return to PCs 16-31 (17.0)4 (17or (17.0)4 Totals 1 1 177 153 351.9 1 Basins 1 and 2 are assumed to be used only for peak wet weather.Will be demolished under P1-126. ]Basin 5 is assumed out of service under criteria of single largest unit being out of service. 3 As mentioned above, it is assumed 6 mgd of thin sludge from PCs 6-15 is returned to the Eastside of PCs 16- 31. For PWWF, it is assumed that the total sludge return to Eastside of PCs 16-31 is 1.3 times ADF.These values are subtracted from the rated influent capacity of PCs. 4 It is assumed that an ultimate 25.0 mgd of microfltration reject from GWRS is returned to PCs 6-15.These values are subtracted from the rated influent capacity of PCs.This is the full size of the GWRS treatment plant, which is designed to take up to 175 mgd of secondary effluent from OCSD. (Source: OCSD,2016. GWRS Final Expansion Implementation Plan, Project No.SP-173, Effluent Reuse Study.)In the future the plan is to relocate the microfltration reject to primary effluent which will make this capacity available for additional treatment. 5 The Capacity shown for PC 6-15 is taken from Sheet G09 of Project P1-33 Construction drawings. B The Capacity shown for PC 16-31 is taken from Sheet G10 of Project P7-37 Construction drawings. 3.2.4 Current Performance TPODS are presented in Appendix B. 3.2.4.1 Primary Clarifiers 1 to 5 The FY 2015-16 BOD and TSS removal efficiencies of PCs 1-5 are shown in Table 3-13. TABLE3-13 Suture ofPlantNo. 1—P ' Clarifiers 1-5 Performance Constituent Plant IMluent(mglL) Primary Effluent(mg/L) Removal Rate BOD 320 155 52% TSS 353 88 75% Source:OCSD Jul 2015-Jun 2016 TPODS Operations Data(OCSD,2016) The constituent data for primary influent and primary effluent are based on the average mg/L readings taken from July 2015 to June 2016. Removal Rate%=([Plant Influent—Primary Effluent]/Plant Influent)x 100. 3-18 IXSDPAR NIL]-PluxW Ld . 10PI M..1 3.2.4.2 Primary Clarifiers 6 to 31 The FY 2015-16 BOD and TSS removal efficiencies of PCs 6-31 are shown in Table 3-14. TABLE 3-14 Summ otTlantNo. ]—P ' Clarifiers 6-31 Perfommnce Constituent Plant InOuent(mg/L) Primary Effluent(mglL) F Removal Rate East BOD 320 168 48% TSS 353 69 80% West BOO 320 157 51% TSS 353 67 81% Source:OCSD Jul 2015-Jun 2016TPODS Operations Data(OCSD,2016) The constituent data for primary influent and primary effluent are based on the average mg/L readings taken from July 2015 to June 2016. Removal Rate%=([Plant Influent—Primary Effluent]/Plant Influent)x 100. 3.2.4.3 Chemical Use Primary treatment chemical use at Plant No. 1 for FY 2014-15 and FY 2015-16 is summarized in Table 3-15. TABLE 3-15 Pritutry Treatment Chemical Use at Plant Nb. I for FY2014-15 and FY2015-16 Chemical 2014 Amount 2015 Amount Basis (gallons) (gallons) Anionic Polymer—2%solution 409,437 505,914 P1 Solids Ferric Chloride—physical/chemical 1,469,258 1,652,617 P1 Solids Source:OCSD Jul 2014 to Jun 2015 and Jul 2015 to Jun 2016 Operations Report,TPODS data(OCSD,2016) 3.2.5 Design Criteria for Current Facilities Design criteria for PCs 1-31 at Plant No. 1 are provided in Table 3-16. TABLE 3.16 Design Critcria tim-PrmaryClarifiers 1 to 31 Criteria by Primary Clarifiers Parameter 1 and 2 3 to 5 6 to 15 16 to 31 Shape Rectangular Circular Rectangular Rectangular Primary ClantierwThickeners Number 2 3 10 16 Number of Tanks per Clarifier/Thickener 1 1 2 2 Average Design Flow 6 mgd 12 mgd 6 mgd 6.25 mgd Average Design Overllow Rate 769 780 769 gpd/ft2 800 gpd/ft2 Peak Dry Weather Overflow Rate 1153 1559 1,153 gpd/ft' 1,282 gpd/ft' Length 190 ft N/A 195 ft 195 ft ,, l/ w6vLbowro�/CtieoVCAYICSMW39PO Mmb1ea2017 hheterWeN ttn30L9DPNP 2017-Pbmrb.1. ¢ 3-19 TABLE 3-16 Design Criteria for Primary Clarifiers 1 to 31 Criteria by Primary Clarifiers Parameter 1 and 2 3 to 5 6 to 15 16 to 31 Width 40 it N/A 40 it 40 ft Average Sidewater Depth 9 it 9 It 11.3 It 10.8 Diameter N/A 140ft N/A N/A Volume(per clanfer) N/A N/A 661,000 gal 630,000 gal Detention Time at Total Design Flow N/A N/A 2.65 2.42 hrs Weir Length/Tank N/A N/A 240 240it Weir Overflow Rate @ Total Design N/A N/A 12,500 13,000 Flow Flow Installed Design Flow 12 mgd 36 mgd 60 mgd 100 mgd Sludge Recycle N/A N/A N/A 6 mgd GWRS Return N/A N/A 25 mgd N/A Net Design Flow N/A N/A 35 mgd 94 mgd (without sludge recycle or GWRS) Installed PWWF OS 72 mgd 117 mgd 196 mgd Standby Criteria 2 OS(ADF)/ 1 OS 0 OS 008 OOS (PWWF) Chemically Enhanced Primary Treatment(CEPT) Sludge Target Density 5/ 5% 5% 5% Ferric Chloride Dosage N/A N/A 20 mg/L 20 mg/L Polymer Dosage N/A N/A 0.2 mg/L 0.2 mg/L Dilute Sludge Recirculation Pumps Type N/A N/A Chopper Progressive Cavity (Westside) Number of Pumps N/A N/A 3(1 standby) 1 Peaking factor N/A N/A N/A N/A Capacity Each N/A N/A 3,000 gpm 260 gpm Thickened Sludge Pumps Type N/A N/A N/A Progressive Cavity (Eastside) Number of Pumps N/A N/A N/A 8 Peaking Factor N/A N/A N/A N/A Capacity Each N/A N/A N/A 200 gpm Scum Pumps Type N/A N/A Progressive Cavity Progressive Cavity Number of Pumps N/A N/A 4(2 standby) 8(4 standby) Capacity Each N/A N/A 200 gpm 200 gpm Agitation Air Blowers 3-N1 IXSDFTR N 17-PYmW Ld . TABLE 3-16 Design Criteria for Prinmy Clarifiers 1 to 31 Criteria by Primary Clarifiers Parameter 1 and 2 3 to 5 6 to 15 16 to 31 Type N/A N/A N/A Multi-stage Centrifugal Number of Blowers N/A N/A 2(1 standby) 3(1 standby) Capacity Each N/A N/A 750 scfm 4,500 cfm Polymer Feed Pumps Type N/A N/A N/A Progressive Cavity Number of Pumps N/A N/A N/A 6(2 standby) Capacity Each N/A N/A N/A 2 to 17 gph Polymer Transfer Pumps Type N/A N/A N/A Progressive Cavity Number of Pumps N/A N/A N/A 2(1 standby) Capacity Each N/A N/A N/A 20 gph Ferric Chloride Pumps(to sludge distribution flumes) Type N/A N/A N/A Diaphragm Number of Pumps N/A N/A N/A 2(1 standby) Capacity Each N/A N/A N/A 30 gph OS—Out of service NO—Not determined during design schn—standard cubic feet per minute Source:Table 2-1 1989 Pi-33 Addendum 1 To Preliminary Design Memorandum (OCSD, 1989a);Table 3-1 1999 Pi-37 Project Report(OCSD, 1999); Pi-37 Conformed Plans Sheet 12(OCSD,2001);Table 3-21989 MP (OCSD, 1989b).P1-124 reference for PC16-31 east sludge pumps 3.2.6 Planned Upgrades Currently In Design 3.2.6.1 Future FF,PI-114-Plant No. IScrubbers Project P1-114 will replace or rehabilitate primary scrubbers to meet LOS for odors. 3.2.6.2 P1-126-Plant 1%. 1 PCs 1-5 Replacement Under this project,PCs 3-5 will be demolished and replaced with new clarifiers. PCs 1-2 will be demolished and not replaced. 3.2.7 Criticality Table The term"criticality," when applied to a particular equipment unit,refers to the likely consequence of that unit failing.These failure consequences are broken into categories according to various process requirements. The content below was taken from the revised Criticality Table (2012) from the original 2007 Energy Master Plan. qvl/Gm6vLbcwrc�/CkoVCAYICS�'10339POQM1lFereb1ea201]h .Ple� 306nFM 2017-Pla. b,1. rc 3-21 3.O PIPNCTA.1 3.2.7.1 Criticality Categories Equipment in this process area,including the main process equipment and any supporting equipment,generally falls into the following categories: • Process Control:Power supply transformers and panels assumed to power instrumentation, supervisory control and data acquisition (SCADA),and communications equipment. • Sump Pumps. • Ocean Permit: PC drives, scum collectors,primary sludge and scum pumps,and agitation air blowers. • Area Classification:Ventilation fans in areas classified as either"hazardous" or"explosive." • Odor Control: Supply and exhaust fans. • Administration/Maintenance:Noncritical process lighting and heating,ventilation, and air conditioning(HVAC). The Ocean Permit is the main criticality category affected by equipment in this process area. This includes PC drives and primary sludge pumps. 3.3 Secondary Treatment 3.3.1 Overview OCSD completed its expansion of the secondary treatment facilities at Plant No. 1 in response to two major policy changes.In 2002,OCSD decided to upgrade the level of treatment to the full secondary treatment standards defined in the Clean Water Act.OCSD completed this expansion in 2012.OCSD also decided to support water reclamation in accordance with the 1999 Strategic Plan recommendations for the GWRS and the GAP,both of which are operated by OCWD. The 2002 decision resulted in the consent decree dates shown in Table 3-17. TABIE 3-17 OCSDConsent Decree CampletionDates Date I Requirement March 15,2006 Completion of the Plant No. 1 Trickling Filter Facility(Project P1-76) January 15,2009 Complete Rehabilitation of the Plant No.2 Activated Sludge Facility(Project P2-74) February 15,2011 Completion of the Plant No.2 Trickling Filter/Solids Contact Facility(Project P2-90) November 15,2012 Completion of the Plant No. 1 Activated Sludge Facility No.2(Project P1-102) December 31, 2012 Achieve Full Compliance with the Secondary Treatment Requirements Plant No. 1 Secondary Treatment Index and Details are shown on Exhibits 3-5 and 3-6. 3-22 0SDo&N17-t%mWlE . IOPIAIrM..I TA13LE3-18 PTAN17M.1 SECONDARYTRFATbEN17FACUMIE8 Facility No.of ADF PWWF Project Year Name Type Units (mgd) (mgd) Installed Installed Trickling Trickling Fillers 2 30 75 Pi-76 2006 Filters Secondary 2 Clarifiers AS-1 Aeration Basins 10 92 150 P1-16 1973 (Activated P1-36-2 1999 Secondary 26 Sludge) Clarifiers P1-82 2008 AS-2 Aeration Basins 6 60 121 P1-102 2012 (Activated Sludge) 3.3.1.1 Facility Flow Routing Influent Possible influent routing configurations from the Plant No. 1 PCs to Plant No. 1 secondary facilities are shown in Table 3-19. TABLE 3-19 Plant M. l Possible FbwRoutul Configurations Source Secondary Facility PCs 1.5 PCs 6.31 Trickling Filter Yes,via TFPS Yes,via TFPS(Eastside only) High flow only up to 75 mgd Up to 30 mgd during normal operations Up to 75 mgd during storms AS-1 Yes,via PEPS Yes,via gravity High flow only up to 96 mgd 80 mgd constant flow 24/7 during normal operations. Up to 150 mgd during storms. AS-2 No, not possible under normal Yes,via gravity operation. 10 to 25 mgd during normal operations. Up to 120 mgd during storms. The elevation of PCs 1-5 does not allow gravity flow to the existing AS-1. For flow from PCs 1-5 to reach AS-1,it must be pumped by the existing PEPS. The elevation of PCs 6-31 is high enough for gravity flow to AS-1. AS-2 was constructed at an elevation that allows for gravity flow from PCs 6-31. Because no primary effluent pumps serve AS-2,flow cannot be routed there from PCs 1-5.However,flow from PCs 1-5 that is lifted by PEPS can reach AS-2 under special circumstances. qvl/Gm6vLbcwrc�/CkoVCAYICSD'10339POQM1lFereb1ea201]h .Ple� 3OSDF 2017-P6mib.Ldrc 3-U 3.O PIPNCTA.1 Effluent OCSD supplies source water to OCWD's GWRS and GAP facilities under the 2002 Joint Agreement.Effluent produced by the activated sludge process is generally of higher quality than the effluent produced by the trickling filter process.Therefore,most of the flow comes from the Activated Sludge process,and the balance(roughly 20 percent)comes from the trickling filters. Currently,under normal conditions,all Plant No. 1 secondary effluent goes to OCWD. Plant water demands (up to 6 mgd) take priority over GAP and GWRS.Any secondary effluent produced above 6 mgd needed for reclamation or plant water uses is routed to Plant No.2 for ocean discharge through EJB1 and the Interplant Pipelines. 3.3.1.2 Trickling Filters Trickling filters were constructed in 2006 under Project P1-76 to add secondary treatment capacity and to replace a previous trickling filter facility beyond its useful life.The facility's major components are shown in Table 3-20. TABLE 3-20 Plant IIr. l Trickling Filters—Nb' Components Components Trickling Filters 2 circular trickling filters,with structured plastic media 166-foot diameter,20-foot depth Trickling Filler Ventilation Each trickling filter has 2 duty fans and 2 standby fans @ 12,500 scfm each Rated ventilation is 2 x 12,500 scfm=25,000 scfm per filter Secondary Clarifiers 2 circular clarifiers, 175-foot diameter, 15-foot side water depth Trickling Filler Pump Station 3 vertical diffusion vane pumps,37.5 mgd,400 hp each (influent and recirculation) (1 duty pump per filter,with 1 shared standby pump) Rated hydraulic capacity is 2 x 37.5=75 mgd Sludge Pumps' 3 pumps,225 gpm @ 25 feet,(2 duty, 1 standby)Firm capacity=450 (sludge/scum pump station) Scum Pumps 3 pumps, 50 gpm @ 26 feet, (2 duly, 1 standby) (sludge/scum pump station) Firm capacity=100 ' Pl-101 under construct The effluent produced by the trickling filter system can meet an effluent quality goal of 20 mg/L of TSS and 20 mg/L of BODs.The trickling filters also meet GWRS effluent quality standards needed for BOD and TSS.According to the GWRS agreement,the amount of effluent from the trickling filters can be no more than 20 percent of the total flow to GWRS,and the turbidity must be no more than 10 NTU. 3-24 pw//a'AmN'�wrc�/CtiemMNOLSn'10339/ONRIAcrebks201]�9s¢rPYNOup2r3IXSDFAR NIL]-PYmTb.l dirx 10PI M..1 3.3.1.2.2 Facility Flow Routing Influent Influent sources to this facility can include PCs 1-5 via the PEJB and PCs 16-31 Eastside.All flows must be pumped by the trickling filter pump station(TFPS).The PCs 1-5 flow is routed via the PEJB constructed under P1-76.Flows from PCs 1-5 that cannot continue to the TFPS eventually pass over a weir and go to either AS-1 via the PEPS or to Plant No.2. Flow from PCs 16-31 Eastside can be routed directly to the TFPS through a 60-inch pipeline. This flow can be controlled either by PCs 16-31 or by the TFPS. The TFPS is located immediately upstream of the trickling filters.It includes three vertical diffusion vane pumps that lift influent and recirculation flows to the trickling filters. Each trickling filter has one pump,and both share one standby pump. Effluent Effluent from the trickling filter clarifiers travels to the Trickling Filter Secondary Effluent Junction Box No. 1 (TFSE JB 1),which controls the flow distribution between the GWRS and ocean disposal via Plant No. 2. 3.3.1.2.3 Trickling Filters This facility's secondary treatment process includes trickling filters with structured cross flow plastic media and variable speed mechanically driven distributors.The variable speed distributor allows for flushing to reduce fly and snail populations.For snail control,manual chemical dosing is used.Ventilation fans draw air down through the filter to supply oxygen to the biomass. 3.3.1.2.4 Secondary Clarifiers This facility has two circular trickling filter clarifiers with a center feed/hydraulic sludge collection mechanism and a flocculator center well.Trickling filter effluent is discharged into the secondary clarifier through the center column. To reduce influent velocity and minimize floc shear,the influent flows through one of six outlet ports to an energy-dissipating inlet(EDI). The EDI design has scoop-shaped ports to direct water into the flocculation well in a tangential direction,creating a stirring motion to promote aggregation of the incoming sludge particles with the influent inlet energy.The flocculation well is sized to limit the maximum downward velocity. A single weir and baffle me mounted in the inner side of the clarifier wall. Effluent flows underneath the baffle,over the weir,and into the effluent collection trough. Settled solids are transported to the center by a spiral-shaped scraper mechanism. The blades in this mechanism transport sludge more rapidly than conventional plows to provide a lower mechanism loading,resulting in higher underflow concentrations. Sludge then moves to the sludge hopper,where it is drawn off by the sludge pumps.Scum is removed by a high-capacity skimmer on the clarifier surface that incorporates a scum box flush with each revolution by tripping a spring-actuated slide valve. After each pass,the flush clears the hopper of any residual scum.A mechanical cleaning system,consisting of a set of moving brushes,keeps the open baffles,weir,and effluent collection trough free of algae. qvl/Gm6vLbcwrc�/CkoVCAYICSa'10339POQM1lFereb1ea201]h .Ple� 3IXSDM 2017-Pb.i ,LA 3-25 3.O PIPNCTA.1 3.3.1.2.5 Solids Handling The Sludge/Scum Pump Station has sludge and scum pumps that share a common discharge header and route solids to PCs 16-31 Eastside.The P1-101 project included a line that routed this sludge to either the thickening centrifuges or directly to the digesters.P1-101 also added a centrate line from the centrate wet well to the TFPS. 3.3.1.2.6 Ventilation Blowers/Odor Control Fans located immediately outside the trickling filter structure ventilate the trickling filters, pulling air from intake piping under the filter media and drawing ventilation downward through the media. Currently,the fans discharge outside the trickling filter through vertical discharge stacks that enhance air dispersion. Although the trickling filters were constructed without covers,filter walls were structurally designed to allow for a cover in the future,if needed for odor control.The design concept was to have vertical discharge stacks routed to the covers to recirculate the air into the filters,with 48,000 cfm of air exhausted to an odor control system.The covers would be dome shaped,with a maximum height of 24 feet above the top walls of the filters. The perimeter of the trickling filters has an aluminum walkway.However,when the covers are added,removable access hatches to the trickling filter drives would be provided. 3.3.1.3 Activated Sludge Facility ND. 1 (AS-1) AS-1 includes the major components listed in Table 3-21. TABLE3-21 PlamNb. 1—AS-1 NWor Components Components PEPS Pumps 3 mixed flow pumps(1 constant speed, 2 variable speed) 45 mgd—250 hp 1 supplemental constant speed submersible pump for side stream flows Aeration Basins 10 basins 275 feet long,45 feet wide, 15 feet deep Volume=1,388,000 gallons Secondary Clarifiers 26 rectangular clarifiers 150 feet long,40 feet wide, 10 feel deep RAS Pumps 5 pumps(4 duty, 1 standby)variable speed,vertical mixed flow Capacity from 5 mgd @ 18 TDH to 17 mgd @ 48 TDH WAS Pumps—Horizontal Centrifugal 4 pumps(4 duty,2 per side with lead/lag configuration) variable speed,horizontal, non-clog, dry pit,centrifugal WAS Pump No. 1 &4:Capacity=350 gpm @ 12 TDH to 1,800 gpm @ 36 TDH ;Motor HP=30 hp WAS Pump No.2&3:Capacity=278 gpm @ 40 TDH;Motor HP=7.5 hp Blower Building 5 aeration blowers single stage,dual vane,variable capacity,centrifugal (2 @ 1.500 hp,3 @ 1,250 hp) 29,100 scfm each @ 8 psig 2-stage inlet filter 3-M pw//a'Am�D'10339/ONR1A k,aOP r+4.,PY ,*,3IXSD MN 17-PYmW Lthe. 1OPMNTM..1 AS-1,originally constructed by Project P1-16 and later modified by various projects,provides secondary treatment using an activated sludge process. The latest upgrade to this facility involved modifying it for more reliable operation in BOD mode. Only the first-phase facilities were installed for operation in nitrification/partial denitrification mode. The ability to nitrify was incorporated to reduce overall solids sent to the digesters;it could also be needed to comply with future regulations on emerging constituents of concern.In addition, extended SRTs allow for oxidizing pollutants regulated for reclamation and GWRS/GAP operations.Partial denitrification is envisioned for AS-1 to minimize the potential for floating sludge from nitrogen gas releases occurring in the clarifiers instead of in the aeration tanks. The ability to nitrify was originally deemed necessary to meet whole effluent toxicity requirements associated with implementing GWRS,since several compliance test species seemed susceptible to high ammonia levels in the ocean outfall.In 2003,the EPA modified several test species,and OCSD began using disinfection and increased levels of secondary treatment.These changes minimized the compliance need for nitrification. A number of emerging pollutants of concern could be removed by extending the SRT.Thus,installing these capabilities now was the best decision to ensure future compliance and uninterrupted operations once the GWRS started. Adding partial denitrification was provided to minimize the potential for floating sludge from denitrification in the clarifier sludge blankets.Only the first phase of the nitrification upgrades was installed in 2011. Thus,AS-1 is capable of full nitrification under current operations,but not at full design capacity.The process is currently operated in full nitrification mode with step feed. 3.3.1.3.1 Facility Flow Routing Influent Influent to this facility can come from various sources.Primary effluent from PCs 6-31 flows by gravity through the PEDB.Other influent sources(including any combination of primary effluent from PCs 1-5,trickling filter secondary effluent, and side stream flows)must be pumped via PEPS.Side stream flows are primarily from the DAFT underflows and drains and could possibly contain high ammonia concentrations. These side stream flows can now be routed to the AS-2 facility as well. The aeration basin influent flow control system includes three flow meters to control two modulating butterfly valves.Motorized actuators on the four weir gates and level monitoring at the PEDB were included for additional control options.Flows through PEPS are lifted from the PEPS wet well to the Aeration Basin Influent Sputter Box by three mixed flow pumps (one constant speed and two variable speed). A constant speed submersible pump is available to pump side stream flows when the PEPS is out of service. Effluent The east secondary effluent channel directs flow to Junction Box(JB)-A and Secondary Effluent Junction Box (SEJB)1 to be routed to the Plant Water Pump Station,Plant No.2 for ocean disposal,or SEJB 4. The west secondary effluent channel directs flow to SEJB 4 and to the GWRS screening facility for reuse and GAP.SEJB 2 on the west effluent channel functions as an overflow weir, sending flow to SEJB 3 and Plant No.2 as necessary. qvl/Gm6vLbcwrc�/CkoVCAYICSN'10339POQM1lFereb1ea201]h .Ple� 3IXSDF 2017-Pb.i ,LA 3-n SEJB 4 flows can flow to either OCWD's GWRS screening facility or to the OCWD GAP pump station. 3.3.1.3.2 Activated Sludge Aeration Basins Each parallel activated sludge aeration basin is divided into zones to create aerobic and anoxic environments and to implement the step-feed configuration.Two anoxic zones are furnished to provide partial denitrification of the nitrate(produced in the aerobic zones) to minimize the potential for floating sludge caused by denitrification in the clarifiers. OCSD has used a plug flow (conventional activated sludge)process in the past,but currently operates in step feed mode with complete nitrification.The design of AS-1 was upgraded to operate in the step feed configuration in both the BOD and nitrification/partial denitrification modes of operation.The LPA piping system was modified to meet the new process requirement. However,AS-1 does not currently operate in BOD mode. 3.3.1.3.3 Aerobic/Anoxic Environments To create aerobic and anoxic environments,each basin is divided into 12 zones in a linear arrangement along the length of the aeration basin,starting with Zone 1.These zones are described below. • Zone 1 is further subdivided by a wooden baffle into Zones 1A and 113,each furnished with two sets of coarse bubble diffusers. • Zone 2 is furnished with fine bubble diffusers.The diffusers were drilled out to 16/64 inch, and the membranes were replaced with Sanitaire LP-type membranes to increase air flow to the zone. This modification increased the maximum air flow to each diffuser to 3 scion.Zone 2 is separated from Zone 3 by a wooden baffle. • Zones 3 and 4 operate together and are equipped with fine bubble diffusers for operation in aerobic mode. Zones 3 and 4 are separated from Zone 5 by a wooden baffle. • Zones 5 and 6 operate together and are equipped with fine bubble diffusers and a vertical mixer.Zones 5 and 6 are separated from Zone 7 by a wooden baffle. • Zones 7 through 12 are equipped with fine bubble diffusers and always operate in aerobic mode.The mixed liquor flows down the length of the basin and exits through an overflow weir into the aeration basin effluent channel leading to the secondary clarifier mixed liquor channels. 3.3.1.3.4 Secondary Clarifiers The secondary clarifiers have two sets of sludge collectors driven by a single motor and gearbox. Each clarifier has a vertical inlet baffle to reduce the velocity of density currents near the bottom of the clarifier.A cross-collector at the inlet end of the clarifier moves settled sludge to a sump at one end.The same motor and gear box in the sludge collectors drive the cross- collector. Sludge flows by gravity through an automatic flow control valve into the aerated RAS channel and the RAS pump station.Each clarifier has four launders.The latest upgrade to AS-1 involved modifying the longitudinal launders of Clarifiers 1,3,5,7,9,11,and 13 with transverse launders.New polymer concrete launders were installed to these clarifiers. 3-28 IXSDFW N17-PYmW Ld . IOPI M..1 Secondary effluent flows out of the clarifiers over V-notch weirs into launders and effluent channels. Clarifiers 1,3,5, 7,9,11,13,25,and 26 have transverse launders and the rest have longitudinal launders.These clarifiers have effluent baffles to compensate for any transient currents,and the 15-feet weir at the effluent end is blanked-off to help with the effort. Solids that float to the surface (scum) and accumulate in a clarifier are pushed toward the scum trough by the sludge/scum collectors.A plant water spray system immediately upstream of the scum trough pushes the scum over the scum weir and into the scum trough. 3.3.1.3.5 RAS Two channels located between the mixed liquor channels convey RAS to the RAS pump station wet wells. The east RAS channel serves the odd-numbered secondary clarifiers (1-25),and the west RAS channel serves the even-numbered clarifiers (2-26). Near the north end of each RAS channel,RAS enters a drop box in the tunnel. The RAS pump station contains five pumps.Pumps 1 and 2 are supplied from the west RAS wet well and pump to the Aeration Basin 6-10 RAS splitter box.Pumps 4 and 5 are supplied from the east RAS wet weft and pump to the Aeration Basin 1-5 RAS splitter box. Pump 3 is a standby pump that can be supplied from either east or west RAS wet wells and can pump to either east or west RAS splitter boxes. Project P1-82 provided an independent supplemental RAS pumping system between clarifiers 25 and 26. 3.3.1.3.6 WAS The WAS pumping system consists of four pumps. Pumps 1 and 2 normally pump from the west RAS drop box to DAFTs 1,2,and 3.Pumps 3 and 4 normally pump from the east RAS drop box to DAFTs 4,5,and 6. Interconnecting piping valves enable pumps 2 and 3 to take suction from either east or west RAS drop boxes and pump to either east or west WAS force mains.FE 10-18 replaced Pump 2 and 3 with smaller pumps in an effort to downsize. 3.3.1.3.7 Scum Scum on the clarifier surface is moved to the scum weir by the scum/sludge collectors.Water sprayers near the scum weir move the scum over the weir into the scum trough.A scum gate opens at timed intervals to move scum from the trough to the piping system,where it flows by gravity to the WSSPS. 3.3.1.3.8 Aeration Blowers Five aeration blowers located in the existing blower building serve this facility (the fifth was added by Project P1-82).All blowers share a common inlet plenum and each blower is served by a dedicated two-stage inlet filter.The blowers discharge to a common header. A portion of the aeration air system provides mixing of the aeration basin influent and effluent channels.Another portion of the air provides mixing in the secondary clarifier mixed liquor and RAS channels.However, the majority of the air is used in the aeration basins to supply oxygen for the microorganisms and for mixing.The aeration system is designed to provide adequate air for either BOD or nitrification modes. pwl/Gm6vLbowrcnm/CtieoVCAYICSD'10359POQRFereb1ea2019 hhetmWe� 30L9DP 2017-Pb.D ,LG 3d9 3.O PIPNCTA.1 3.3.1.3.9 Foam Control Foam control consists primarily of a plant water spray system that helps move scum from basins and channels to the scum-handling system.Hypochlorite sprays are located in the effluent end of the aeration basins to help with Nocardia foam control. In the aeration basins,the spray system prevents scum accumulation by moving foam from the basins,over the effluent weir,and into the effluent channels. In the aeration basin effluent channels,scum collects at the three surface-skimming weirs and is diverted into a foam control box through a motor-operated gate.Inside the box,the foam is treated with a hypochlorte spray that destroys it.The chlorinated foam drains to the plant drain system. In the mixed liquor channels,the spray system is designed to keep foam moving into the secondary clarifiers where it can be removed by the scum-handling system.Spray headers are located immediately upstream of the inlets to each secondary clarifier. In each secondary clarifier basin, surface scum is pushed toward the scum trough by the sludge/scum collectors and is moved into the troughs by the spray system. 3.3.1.4 Activated Sludge Facility ND. 2 (AS-2) This facility was constructed under Project P1-102.It provides additional secondary treatment capacity at Plant No.1 though an activated sludge process that includes full nitrification and denitrification abilities.Although nitrification/denitrification is the current operating mode,the facility is also capable of being operated in BOD mode. The facility includes the major components listed in Table 3-22. TABLE 3-22 Plantldo. 1—AS-2 N4nor Components Parameter Value Aeration Basins 6 basins 227.21 feet long,45 feet wide,26 feet deep Each basin houses a four-cell anoxic zone and an oxic zone, plus a mixed liquor recycle pumping system Mixed Liquor Recycle Pumps 6 pumps Submersible horizontal propeller,variable speed 14,000 gpm @ 2.5 feet TDH,20 hp Surface Wasting Pumps 6 pumps Recirculating chopper pumps,constant speed 200 gpm @ 41 feet TDH, 15 hp Waste Side Stream Pumps 2 pumps (WSSPS 2) Submersible end suction centrifugal,constant speed 1,900 gpm @ 50 feel TDH,60 hp Secondary Clarifiers 6 circular clarifiers 155-foot diameter, 16 feet deep 4-spiral-blade bottom scraper with center hopper,feed well,and full radium scum collector Constant speed 1 hp drive RAS Pumps 12 pumps(2 per clanfer) End suction centrifugal,variable speed 5,400 gpm each @ 28 feet TDH,60 hp 3-30 IXSDFAR NIL]-PYmW Ld . 3.OPLAyrM..1 TABLE 3-22 Plaml,b. 1—AS-2njorComponerls Parameter Value WAS Pumps—East Train 3 pumps(2 duty, 1 standby) Progressive cavity,variable speed 800 gpm @ 50 feet TDH,40 hp WAS Pumps—West Train 3 pumps(2 duty, 1 standby) Progressive cavity,variable speed 400 gpm @ 50 feet TDH,20 hp Scum Pumps 6 pumps(2 pumps for each clarifier pair) Centrifugal chopper,constant speed 200 gpm @ 55 feet TDH, 15 hp Blower Building 4 aeration blowers,single-stage centrifugal,water-cooled 21,700 scfm @ 13.3 psig, 1,500 hp each 3.3.1.4.1 Facility Flow Routing Influent AS-2 receives flow from PCs 6-31. Flows from PCs 1-5 cannot reach this facility because the elevation of PCs 1-5 does not allow gravity flow to this facility and influent pumping is unavailable. Plant influent comes from the PEDB2,through the PEPS 2 junction box,and through a flow splifter box that splits the flow into two 72-inch pipelines. Each serves one side of the aeration basin complex and is equipped with a flow meter and modulating valve to vary the flow split between the east and west treatment trains. Side stream flows to this facility include DAFT underflows and drains.It is possible to use the west treatment train to treat these flows and/or other flows that we undesirable for reclamation.The treated flow can then be routed to the outfall system for disposal. Effluent Secondary effluent leaves the clarifiers and passes through SEJB 6.Flows from the east and west trains can either be (1)kept separate and routed separately;or (2)joined to be sent to the GWRS screening facility or to SEJB 7 and the Effluent Junction Box(EJB),and then finally to Plant No.2 for ocean disposal.In the future, the east train effluent can be used for reclamation.Meanwhile, the west train can accept flows that are unsuitable for reclamation and be routed for ocean disposal as mentioned above. 3.3.1.4.2 Activated Sludge Aeration Basins The initial 20 percent of each basin is baffled into four compartments to function as an anaerobic selector or an anoxic zone,depending on the operational mode.The remaining 80 percent of the basin is divided into two aerobic zones to accommodate plug flow or step feed operation. Each compartment within the selector zone is mixed using mechanical mixers,while the remainder of each basin is aerated with diffusers. qvl/Gm6vLbcwrc�/CkoVCAYICS�'10339POQM1lFereb1ea201]h .Ple� 306DFM 2017-Piar b,1. rc 3-31 J.O PIPNCTA.1 RAS and primary effluent enters at the front of each aeration basin.The first zone is an anaerobic or anoxic zone.Mixers are located in each cell to maintain solids in suspension.Flow from the anaerobic or anoxic zone moves to the aerobic zone,which is divided into two aerobic cells.Each cell contains fine bubble diffusers for aeration and mixing. 3.3.1.4.3 Nixed Liquor Recycle Submersible low-head propeller pumps we mounted on guide rails.They are located at the end of each aeration basin to return mixed-liquor suspended solids (MLSS)from the end of the second oxic zone to the first anoxic cell at a flow capacity of up to twice the average annual plant design flow. 3.3.1.4.4 Secondary Clarifiers Mixed liquor from the aeration basin trains flows through the missed liquor channel into one of two clarifier influent splitter boxes. A normally closed isolation gate in the mixed liquor channel maintains flow from each aeration basin train to its respective clarifier influent splitter box. Each splitter box has an overflow weir and isolation gate to control the flow split between the clarifiers in that treatment train. The clarifiers feature circular tanks with center column feed and support,energy dissipating inlets (EDIs),influent stilling wells, scum baffles,effluent weirs and launders,and launder baffles to dissipate density currents.A center-column-supported four-spiral-blade sludge collector collects the sludge,while scum is collected by a full-radius ducking scum collector (skimmer)with a rotating scum collection trough.Sludge is removed from the sludge hoppers by the RAS pump. 3.3.1.4.6 RAS The RAS pumps are located in a tunnel running north-south between the east and west clarifier banks.Each of the east and west treatment trains has separate RAS discharge pipelines. 3.3.1.4.7 WAS The suction of each WAS pump connects to one of the two RAS discharge headers,and all WAS pump discharges are routed to the solids handling facilities for thickening.The WAS pumps are located at the north end of the tunnel between the clarifiers,new the intersection between said tunnel with another proposed tunnel running east-west between the aeration basins and the clarifiers. 3.3.1.4.8 Scum Each scum wet well serves two clarifiers.The pump discharge from each scum wet well has a magnetic flow meter.The pump station is designed to deliver scum from the two clarifiers to the WAS discharge line and has full redundant capacity. 3.3.1.4.9 Aeration Blowers The blower building houses the aeration blowers.To reduce noise,each blower has an inlet silencer or a combination filter silencer,as well as a discharge silencer. 3.3.1.4.10 Odor Control Each aeration basin has exhaust fans for odor control.Foul odor is exhausted uncontrolled to the atmosphere. 3ffi IXSDrA N17-PbnW LE . 10PI M..1 3.3.1.4.11 Foam Control Aeration Basins The design of the aeration basins provides selective surface wasting for foam control. To move foam freely to the end of the oxic basins for collection,the top of each baffle wall in the anoxic and oxic zones are positioned below the water surface. The flow moves through the baffle walls within the anoxic zone through ports. This configuration forces the flow to cross through the mixer and minimizes any short- circuiting along a wall,floor,or surface.The ports in the baffle walls are positioned in opposite comers and alternate between high and low,except for the baffle wall between the anoxic zone and the oxic zone.This baffle is elevated so the flow can free fall over the baffle wall from the anoxic zone to the oxic zone,allowing the foam to flow forward in the anoxic zone. At the end of the oxic basins,foam is directed to a corner with a surface baffle and surface spray.A scum/foam pit collects foam with a small amount of mixed liquor,after which the foam is sent to the DAFT units through surface waste pumps (SWPs). RAS Sodium Hypochlorite Pumps The RAS bleach feed system sprays bleach in all aeration basins for foam control. Bleach is also injected into RAS lines to control the filamentous bacteria.A set of two pumps (2A/2B and 3A/3B) operate in a lead/lag configuration.These pumps provide bleach for aeration basin spray and RAS headers.The pump discharges join in a manifold to provide redundancy. Waste Side Stream Pump Station No.2(WSSPS 2) The WSSPS 2 system drains the basins and clarifiers for maintenance and operations activities. The drainage is then pumped back to a primary effluent drop box. The pump station also pumps out surface runoff in and around AS-2 clarifier. 3.3.2 Operational Philosophy The general operational philosophy for Plant No.1 secondary processes is based on the following goals: • Provide secondary effluent to the Plant Water Pump Station for plant water use. • Provide water to the GWRS and GAP per the agreement with OCWD. • Meet the NPDES Permit requirements. • Minimize costs. • Provide operational reliability over various flow ranges. Influent A key aspect of the operational philosophy is to balance flow distribution between the trickling filters and the two AS plants, and between the various treatment trains within each plant.This distribution changes constantly with daily variations in influent flow and can change significantly during wet weather events. pvl w6vLbcwrctii/CkoVCAYxSD'10339POQ Mmb1ea2017 hhsmPle� 3IXSDR&2017-Pbmi ,LA 3-33 3.OPIMrM..I All secondary treatment projects have been operational since 2012.The flow rate to each secondary treatment facility throughout the flow range is controlled to optimize the plants' operations based on various effluent quantity and quality demands and to ensure that the maximum hydraulic capacity of each facility is not exceeded.The main flow control features for each secondary treatment process me described below. Trickling Filter Facility Flow from the primary clarifiers is controlled using two flow meters and two control valves. One flow meter and throttling valve assembly controls flow from PCs 16-31 Eastside to the TFPS,and the other set controls flow from PCs 1-5 to the TFFS.In addition,influent and recirculation flows are regulated between two filters that use additional valves and flow meters. AS-1 Flow from the PEDB to AS-1 is controlled by a flow meter and throttling valve.Flow from the existing PEPS to AS-1 is controlled by PEPS. AS-2 Flow from PEDB is controlled by two flow meter and throttling valve assemblies.One assembly serves the east side basins and another serves the west side basins. The normal operating flow routing configurations from the Plant No.1 primary clarifiers (PC) to Plant No.1 secondary facilities are shown in Table 3-20. PCs 3-5 are currently off-line and are only used during wet season. Effluent A majority of the effluent from the activated sludge secondary clarifiers is sent to OCWD's GWRS and GAP and to the Plant Water Pump Station.These demands are shown in Table 3-23. The remainder is sent to the outfall system via the EJB. TABLE 3-23 SecondaryEflhentannands Facility Avg Demand OCWD GWRS 125'/170'mgd OCWD GAP 4 mgd Notes: ' Current condition(Post Initial Expansion) 1 Projected buildout condition-GWRS Phase 3 Final Expansion.Effluent from Plant 2 will be routed to GWRS to meet this demand. 3.3.2.1 Trickling Filters 3.3.2.1.1 General The effluent quality achieved through the trickling filter facility can meet the effluent quality goal of 20 mg/L of TSS and 20 mg/L of BODs,based on a 30-mgd influent flow.The trickling filter facility also meets GWRS effluent quality standards for BOD and TSS. 3-34 IXSDo&NIL]-PYmW then IOPI M..1 According to the GWRS agreement,the amount of effluent from the trickling filters can be no more than 20 percent of the total flow to GWRS,and the turbidity must be no more than 10 NTU.The trickling filter process does not produce a completely nitrified effluent;ammonia is present in the effluent.However,the GWRS membrane facility requires the presence of chloramines,meaning the presence of ammonia in the blended effluent from AS 1,AS 2,and the trickling filters is beneficial. 3.3.2.1.2 TFFacility Flow Routing Under normal operation,PCs 16-31 Eastside are the primary effluent source to the trickling filters.Although the trickling filters do not provide effluent of the same quality as the activated sludge facilities,they are the lowest cost option for treatment operations. The flow is split between the trickling filters facility and the activated sludge plants to deliver higher quality water to the GWRS facility while minimizing costs.However, during peak wet weather flow,both AS-1 and TF are operated up to maximum capacity. Each trickling filter currently receives an average of 15 mgd of flow with a 1:1 recycle ratio. They receive less flow at night(estimated flow of 0 mgd)and more flow during the day (estimated peak hourly flow of 66 mgd). Under peak flow conditions(PW WF),up to 75 mgd of primary effluent can come from PCs 1-5 or PCs 6-31.This is regulated by two butterfly valves and flow meters.When flow is taken from both sets of primary clarifiers,an isolation butterfly valve must be closed so that water from PCs 6„31 do not flow into PCs 15.Flow to each trickling filter is monitored by a dedicated flow meter. Effluent from the trickling filters facility is normally blended with activated sludge effluent at the GWRS screening facility.Any flow not sent to GWRS goes to Plant No.2 for ocean discharge. 3.3.2.1.3 Trickling Filters Flow from the influent pump station is distributed through the VFD-controlled rotating arms at a uniform rate to each trickling filter.The distributor is equipped with speed control to maintain the rotating speed of the arm at approximately four minutes per revolution for approximately 23 hours per day.During the remaining hour,the arms rotate at approximately 1 revolution per 40 minutes, so the media can be flushed of excess biomass,snails,and fly larvae. Approximately 50 percent of flow to the trickling filters is normally recycled back to the influent pump station where it gets pumped back up to the top of the trickling filters. During low flow, the recycle rate may be increased accordingly up to 100 percent. Each trickling filter has four forced-air ventilation fans that provide air to the microorganisms on the plastic media. 3.3.2.1.4 Secondary Clarifiers Normally,flow from Trickling Filter No. 1 flows to Trickling Filter Clarifier No.1 (and the same for No. 2) through a Trickling Filter Effluent Box(TFEB). The TFEB is equipped with motorized gates that divert flow from both filters to a single basin for maintenance purposes. qJCa.6vLbcwrc�oVCAYICSD10339POQ M.b1ea2017h .Ple� 3OSDFW 2017-Pb.i ,LA 3-35 10PI M..1 Sludge is removed from a bottom hopper and is continuously removed by a scum beach.Sludge and scum are delivered to the hopper and beach by rotating sludge and scum arms. 3.3.2.1.5 Solids Handling Sludge and scum collected from trickling filters are combined and conveyed through a designated line to the digesters.The sludge can also be routed to the sludge blend tanks at the new thickening facility.The pump station can be set to run in one of three modes: gravity to waste side stream pump station(WSSPS),constant flow rate,or time sequence. 3.3.2.1.6 Ventilation/Odor Control Each trickling filter has ventilation fans that draw air down through the filters to optimize oxygen transfer and minimize odors.The TF towers are not currently covered;however,domes may be used to capture foul air,followed by chemical scrubbers to meet LOS for odor control. 3.3.2.1.7 Snail Control Snails pose a major concern on the trickling filter pump station since they can multiply in large numbers and cause wear and tear in the pumps.To mitigate this problem,P1-126 is constructing a new caustic feed system for snail control. 3.3.2.2 Activated Sludge Facility No. 1 (AS-1) 3.3.2.2.1 General AS-1 is the second least costly secondary treatment option regarding operations.The plant also provides the best water quality relative to GWRS and GAP deliveries to OCWD.The system can produce effluent quality that can meet or exceed the effluent quality goal of 20 mg/L of TSS,20 mg/L of BODs,and the turbidity limit of 10 NTU. The AS-1 facility was upgraded under Project P1-82 to operate in either BOD removal mode or nitrogen removal mode.The plant currently operates in nitrogen removal mode. 3.3.2.2.2 AS-1 Facility Flow Routing Influent Currently,the aeration basin influent flow control system controls the primary effluent flow into the activated sludge facilities.The control system monitors three flow meters and controls two modulating butterfly valves. For additional control options,Project P1-82 added motorized actuators to the four weir gates and level monitoring at the PEDB. The control system allows the operator to select from three modes of operation:maximizing flow from PCs 1-5,maximizing flow from PCs 631,or establishing set point flow rates for each source of influent.With the secondary treatment expansion,all primary effluent receives secondary treatment and no diversion to Plant No. 2 occurs through EJB and the interplant pipelines. Because AS-1 provides a lower-cost effluent suitable for GWRS,its operation will generally have a higher priority than AS-2. During low flow periods,AS-1 is typically base-loaded at 80 mgd. Under peak flow conditions,AS-1 can accept up to 136 mgd of primary effluent flow. 3-36 IXSDoM N 17-PYmW Lthe. 10PI M..1 Effluent Under normal operating conditions,flow is routed from the effluent channels to SEJB 4.This serves OCWD through either the OCWD pumping station (for GAP) or the GWRS screening facility. Under high-flow events,SEJB 2 (on the west effluent channel)functions as an overflow weir, sending flow to SEJB 3.SEJB 1 (on the east effluent channel)functions as an overflow weir, sending flow to the 84-inch interplant pipeline.The 84-inch pipeline and the SEJB 3 flow eventually reach EJB and are routed to the outfall system at Plant No.2. 3.3.2.2.3 Activated Sludge Aeration Basins The aeration basins have can operate in conventional activated sludge mode or in step feed mode.Currently, they are operated in step feed mode.In this mode,the return sludge enters at the head of the aeration basin and primary effluent is split between the head of the basin and further down the length of the basin. 3.3.2.2.4 Step Feed Configuration The activated sludge system is designed to operate in the step feed configuration in both the BOD and nitrification/partial denitrification modes of operation.In both modes,RAS is conveyed to the front end of the basin and enters Zone 1,and primary effluent is conveyed to the step feed channel.From the step feed channel, the primary effluent is split between Zones 1 and 5 by adjustable gates in the channel. In step feed mode, the primary effluent and RAS flows would be configured for step feed. The primary effluent in the step feed channel is split so 60 percent of the flow goes to Zone 1 and 40 percent goes to Zone 5.The low-air-flow coarse bubble diffusers in Zones 1A and 113 are provide mixing. Zone 5 has a mechanical mixer,and the airflow to the fine bubble diffusers is shutoff. The step feed configuration results in a lower clarifier solids loading rate than a conventional plug flow configuration. 3.3.2.2.5 Aerobic/Anoxic Environments To create aerobic and anoxic environments,each basin is divided into 12 zones. The zones are in a linear arrangement along the length of the aeration basin,starting with Zone 1. • Zone 1 is further subdivided by a wooden baffle into Zones 1A and 113,which have two sets of coarse bubble diffusers. One set of diffusers provides a large air flow for aeration when the zones are operated in the aerobic mode.A second set of diffusers supplies minimal air flow for mixing when the zones are operated in the anoxic mode. • The goal is to provide mixing but not to increase the mixed liquor dissolved oxygen concentration. In the nitrification/partial denitrification mode of operation,Zones 1A and 113 are anoxic,and the RAS flow to Zone IA is the source of nitrates.Zone 1 is separated from Zone 2 by a wooden baffle. • Zone 2 has fine bubble diffusers and is always operated in the aerobic mode. The maximum air flow to each diffuser is 3 scfm each. Zone 2 is separated from Zone 3 by a wooden baffle. pvCaw6vLbcwrctii/CkoVCAYICSD10339POQ Mmb1ea201]hhsmPle� 3OSDBT 2017-Pbmi ,LA 3-37 J.O PIPNCTA.1 • Zones 3 and 4 operate together and are equipped with fine bubble diffusers for operation in the aerobic mode.Zones 3 and 4 are separated from Zone 5 by a wooden baffle. • Zones 5 and 6 operate together and are equipped with fine bubble diffusers and a vertical mixer.When the basin is operated in the BOD mode,the mixer is turned off and the air flow to the diffusers is turned on.When the basin is operated in the nitrification/partial denitrification mode,Zones 5 and 6 are configured for anoxic operation.The mixer is turned on,and the air flow to the diffusers is turned off. The nitrified mixed liquor flow from Zone 4 is the source of nitrate to Zones 5 and 6. Primary effluent is fed to Zone 5 from the step feed channel.Zones 5 and 6 denitrify the mixed liquor nitrate while consuming primary effluent BOD.Providing denitrification in the basin helps minimize the potential for floating sludge caused by denitrification in the secondary clarifier sludge blanket. Zones 5 and 6 are separated from Zone 7 by a wooden baffle. • Zones 7 through 12 have fine bubble diffusers and are always operated in the aerobic mode.The mixed liquor flows down the length of the basin and exits over an overflow weir into the aeration basin effluent channel leading to the secondary clarifier mixed liquor channels. 3.3.2.2.6 Selectors When Zones 1 and 2 are operated in the aerobic mode,they function as an aerobic selector.An aerobic selector creates the proper kinetic condition(the relationship between growth rate and substrate concentration) for floc-forming microorganisms to out-compete filamentous microorganisms. When Zones lA and 1B are operated in the anoxic mode,they function as an anoxic selector.An anoxic selector creates the metabolic conditions for floc-forming microorganisms to out-compete filamentous microorganisms for the available substrate.Specifically,this means that most filamentous microorganisms cannot utilize substrate under anoxic conditions,although many can.The anoxic condition in Zones 1A and 1B are created by utilizing the nitrate in the RAS and minimizing the aeration. 3.3.2.2.7 Denitrification/Floating Sludge In nitrifying plants where ammonia is biologically converted to nitrate,denitrification can always occur in the secondary clarifier sludge blanket and can cause floating sludge in the clarifier.The potential for denitrification in the secondary clarifier sludge blanket depends on the soluble BOD,dissolved oxygen,and nitrate concentrations in the mixed liquor entering the clarifier,the dent rifcation rate in the sludge blanket,and the mixed liquor temperature.As indicated previously,creating anoxic zones in the aeration basin minimizes the potential for floating sludge by reducing the mixed liquor nitrate concentration before it enters the clarifier. When operating in the step feed nitrification/partial denitrification mode,Zones 1A,1B,5,and 6 are anoxic.The RAS flow to Zone lA is the source of nitrates for Zones IA and 1B.The nitrate produced by nitrification in Zone 3 and 4 is the source of nitrates for Zones 5 and 6. 3-38 IXSDFW N 17-PYmW Ld . 10PI M..1 3.3.2.2.8 Secondary Clarifiers Under normal operations,24 of the 26 rectangular basins are in service.Mixed liquor is evenly distributed to the clarifier basins through slide gates from the mixed liquor channels.Secondary effluent flows from the clarifiers are controlled by V-notch weirs into launders and effluent channels. Clarifiers 1,3,5, 7,9,25,and 26 have transverse launders;the rest have longitudinal launders.These clarifiers have effluent baffles to compensate for any transient currents,and 15 feet of weir at the effluent end is blanked-off to help. Each basin has a chain-and-flight system that operates continuously to convey settled sludge to hoppers and the end of each basin. The sludge then flows by gravity through an automatic flow control valve into the aerated RAS channel and the RAS pump station. A gate in the scum trough behind the scum weir periodically opens to drain accumulated scum into the scum channel.The weir limits the volume of water passing through the gate into the scum-collection system. 3.3.2.2.9 Aeration Blowers The aeration air system provides mixing of the aeration basin influent channel,mixed liquor effluent channel,and RAS channels.However,most of the air is used in the aeration basins to supply oxygen for the microorganisms and to keep solids suspended. The blower air flow is metered at the discharge pipe of each blower,the information from which is used in the automatic blower control system. In addition,air flow is metered at each of the following air header locations: Zone 1,Zones 2 through 6,Zones 7 through 12,and the secondary clarifier mined liquor channels. Dissolved oxygen(DO)probes are installed in each aeration basin at Zones 7 and 12.The DO reading in Zone 12 monitors the DO in the mixed liquor sent to the secondary clarifiers. 3.3.2.2.10 RAS RAS is returned from the clarifiers to the RAS wet well either at a constant rate or in proportion to the aeration basin influent flow rate.The RAS flow rate is determined by the individual clarifier RAS flow control valves.Each pair of RAS pumps operates to maintain a constant level in the associated wet well. 3.3.2.2.11 WAS Pumps 1 and 2 normally pump from the west RAS drop box to Thickening.WAS pumps 3 and 4 normally pump from the east RAS drop box to Thickening. Each pair of pumps operates in a lead/lag configuration.interconnecting piping valves allow for Pumps 2 and 3 to take suction from either RAS drop box and pump to either Thickening force main. Two magnetic flow meters measure flow to Thickening and control pump speed to a set WAS flow rate. 3.3.2.2.12 Scum Scum on the clarifier surface is moved to the scum weir by the scum/sludge collectors.Water sprayers near the scum weir help move scum over the weir into the scum trough.A scum gate periodically opens at timed intervals to move scum from the trough to the piping system,where it flows by gravity to the WSSPS. pwl/Gm6vLbowrcnm/CtieoVCAYICSD'10359POQRFereb1ea2019 hhetmWe� 3MSDFW 2019-Pb.D ,LG 3-39 3.O PIPNCTA.1 3.3.2.2.13 Foam Control Under normal conditions,the foam control system is unnecessary and the chlorination system is used only on as needed to control foaming. 3.3.2.3 Activated Sludge Facility No.2(AS-2) 3.3.2.3.1 General This facility is a 60-mgd secondary activated sludge treatment plant that can provide full nitrification and denitri ication.The site layout allows for an ultimate future capacity of 80 mgd. This facility provides secondary treatment by an activated sludge process with full nitrification and denitrification. The design was optimized for nitrification and denitriffcation(NDN); however,flexibility was provided to operate in a BOD mode.The system is also designed to run as plug-flow or step feed. The normal mode of operation will be to operate two independent trains.The 40-mgd train will be available to deliver high-quality secondary effluent for reclamation.The 20-mgd train could be configured to treat the waste stream and some primary effluent for ocean disposal.This operational flexibility could eliminate the potential for polymers from the dewatering facility to interfere with the GWRS treatment.The current and planned mode of operation is NDN mode, with reclaimable flows for all 60-mgd and non-reclaimable waste streams diverted to Plant No. 2. 3.3.2.3.2 AS-2 Facility Flow Routing Influent This facility receives flow only from PCs 6-31.Flows from PCs 1-5 cannot reach this facility because their elevation does not allow gravity flow,and no influent pumping is provided. Plant influent comes from PEDB, through the PEPS 2 junction box,and through a flow splitter box that splits the flow into two 72-inch pipelines.Each pipeline serves one side of the aeration basin complex and is equipped with a flow meter and modulating valve to vary the flow split between the east and west treatment trains. The control system allows the operator to select two modes of operation:maximizing flow from PCs 6-31 or establishing setpoint flow rates for each source of influent. Both AS-1 and AS-2 provide higher quality effluent more suitable for GWRS than the trickling filter facility. Because AS-2 operates at a higher cost per gallon than AS-1,flows will generally be maximized to AS-1,with AS-2 receiving flow after AS-1 operates at its peak. Based on this strategy,flows to AS-2 will be about 25 mgd during the day and will drop to about 10 mgd at night,when Plant No.1 flow is limited. Nighttime flow is anticipated to increase over time.The daytime flows between AS-1 and AS-2 should not need exceed 115 mgd.Flows exceeding this amount would be discharged to the outfall,and would be treated in the trickling filter facility because it provides the lowest-cost ocean effluent. Under peak flow conditions,up to 120 mgd of primary effluent flow can come from PCs 6-31. The flow is controlled by PEDB gates and two modulating valves. 3-00 IXSD MN17-PbnW LE . 10PI M..1 When P1-101 is complete,ammonia rich side streams can be routed from dewatering operations to the east side train of AS-2. Effluent Under normal operation,flows from the east and west trains can either be kept separate and routed separately or joined, sending flows to either the GWRS screening facility or through SEJB 6,SEJB 7,or EJB to Plant No.2 for ocean disposal.The east train could treat flows suitable for reclamation,with the west train treating flows that are not suitable. 3.3.2.3.3 Activated Sludge Aeration Basins Each treatment train is divided lengthwise into four basins. The initial 20 percent of each basin is baffled into four compartments to function as either an anaerobic selector or an anoxic zone, depending on the aerobic mode of operation.The remaining 80 percent is divided into two aerobic zones for either plug flow or step feed operation.Each of the four compartments within the selector zone will be mixed using mechanical mixers,while the remainder of each basin will be aerated with diffusers. 3.3.2.3.4 Step Feed Operation Under normal operation,the plant will run under step feed operations to distribute the oxygen more evenly throughout the aeration basin by diverting a portion of the primary effluent(15 to 40 percent) to an inlet at the midpoint of the aeration basin.This configuration could be operated for either NDN or BOD mode. In the NDN operation,the mixed liquor line would be operated. To optimize the step feed operation,a baffle wall will be located midway through the aerobic zone to divide the zone into two cells. Including the baffle reduces the potential for back-mixing from the midpoint step feed location. The design process determined that while there is flexibility to step feed under the BOD mode, it is not anticipated to be necessary and was therefore not modeled.The only reason to operate step feed would be to reduce the selector loading if the selector does not work due to a high food to microorganism(F/M)ratio. Similar to the configuration for plug flow mode,the solids processing side streams were assumed to be segregated to one treatment train.This would result in a need to have an uneven flow split and low residual DO concentrations in the first aerobic cell under maximum month conditions. 3.3.2.3.5 Plug Flow Operation Although not the normal operation,AS-2 was designed to allow for plug flow operation with an initial selector configuration for nitrogen control or nitrification mode,which is the optimized configuration based on nitrogen control.The primary objective is to nitrify for ammonia reduction,however,due to the oxygen-reduction benefits and the desire to have a selector,an anoxic zone was provided that allows for partial denitrification.With the NDN operation, mixed liquor is recycled from the end of the aeration basin to the anoxic zone in addition to RAS. To segregate side streams,the thickening and dewatering side streams can be treated in only one train. Flexibility is provided to treat the side streams in either treatment train. qvl/Gm6vLbcwrc�/CkoVCAYICSa'10339POQM1lFereb1ea201]h .Ple� 306DFW 2017-Pb.N,,LA 341 10PI M..1 In addition to feeding primary effluent to the anoxic zone,flexibility is provided so a portion of the primary effluent can be diverted into the last half of the second aeration cell. The ability to divert a portion of the primary effluent to the end of the aeration zone allows bleeding-through of ammonia if insufficient ammonia is available for chloramine formation at the GWRS.The BOD mode is identical to the NDN operations,except that the mixed liquor recycle line will not be in operation.Since no nitrification will occur,no nitrates will be in the RAS,so the conditions within the selector will be anaerobic and not anoxic. In addition to the lack of mixed liquor recycle,there are several operating differences between the NDN mode and the BOD mode.The main difference is that to prevent nitrification,the SRT will be significantly shorter than with NDN.Under the BOD mode,oxygen requirements will be reduced,but the effluent ammonia and sludge production will increase significantly. The design intent of the selector for filament control is tied to the operating SRT.If the operating SRT is insufficient to support enhanced biological phosphorus removal (EBPR),the selector's ability to control Nocardia organisms may be compromised.For the BOD mode,the design SRT was selected based on minimizing nitrification.At this SRT,selector performance may be inhibited due to the lack of EBPR performance,but Nocardia organisms would be controlled via wasting. The basin configuration will still allow flexibility to step feed to the end of the basins so storm flows can be accommodated.Without nitrification,step feed to increase effluent ammonia is unnecessary,since sufficient ammonia is present in the effluent to form chloramines. During design,maintaining a 50/50 split to the two aeration basin trains was not possible when operating for nitrogen control.This was because of the high ammonia load and extra solids returned to the aeration basins via the solids processing side streams. Consequently,the train receiving the side stream loads received less primary effluent flow.An additional operating change was made with respect to residual DO concentrations. Due to the extremely high uptake rates in the first half of the aerobic zone under maximum month loads,it was impossible to provide sufficient aeration to maintain the target residual DO concentration of 2 mg/L. Consequently,the target residual DO concentration in the first half of the basin was reduced to 1 mg/L.The second half of the aerobic basins was designed to sustain a residual DO concentration of 2 mg/L at maximum month loads.Under annual average loads, a residual of 2 mg/L is maintained throughout both cells. The peak day aeration demand was calculated based on a residual DO of 1 mg/L. Based on the lower target residual DO concentration and the low peaking factors,the maximum month aeration requirements exceed the peak day aeration requirements. 3.3.2.3.6 Secondary Clarifiers Under normal operation,all basins will be in service operating as two separate treatment trains. The flow split to the clarifiers is accomplished with two four-way sputter structures adjacent to the aeration basin effluent channel.The splitter structure allows flexibility to isolate east and west activated sludge modules for independent operation. 342 IX Do&N 17-PYmW Lthe. 3.OPI M..1 Under normal operations,the sludge collector will run continuously.A sludge blanket level sensor and transmitter(Ultrasonic) unit provides real-time sludge blanket level indication.A single unit with two independent sensors(an ultrasonic sludge level sensor and an infrared scattered light turbidity sensor) are provided. Sludge is removed from the sludge hoppers by the RAS pump,which operates at an adjustable sludge flow rate. Each secondary clarifier has a full radius ducking scum collector(skimmer) and a rotating scum collection trough.Under normal operation,the scum collector runs continuously as part of the sludge collector mechanism,and the rotating trough is activated automatically after a preset number of rotations or an adjustable time interval. 3.3.2.3.7 RAS Under normal operation,the RAS pumps run continuously based on a set flow rate. 3.3.2.3.8 WAS Each WAS pump's suction connects to one of the two RAS discharge headers,and all WAS pump discharges are routed to the solids handling facilities for thickening.Automatic operation is based on a set flow rate. 3.3.2.3.9 Scum Each scum wet well is common to two clarifiers.The pump discharge from each scum wet well delivers scum from two clarifiers to the WAS discharge line. 3.3.2.3.10 Aeration Blowers Blowers are controlled by oxygen requirements at the basins. 3.3.2.3.11 Exhaust/Ventilation Each aeration basin has exhaust fans for ventilation.Stagnant air is exhausted to the atmosphere. 3.3.2.3.12 Foam Control A scum/foam pit will collect foam with a small amount of mixed liquor,where surface wasting pumps (SWPs)will send it to the DAFT units. Under normal operations,the two SWPs will run based on the level in the sump. Each pump has a recirculation line with valve actuator to provide liquid mixing prior to discharge. In addition,the RAS bleach feed system can be operated to manage periodic or persistent bulking or foaming episodes that overwhelm the normal skimming operations. 3.3.2.3.13 Waste Side Stream Pump Station No. 2 The WSSPS 2 system will operate based on the wet well level. This station is anticipated to operate more heavily during storms because the station collects stormwater from the adjacent areas. qvl/Gm6vLbcwrcnm/CkoVCAYICSD'10339POQM1lFereb1ea201]h .Ple� 30 DFW 2017-Pb.i ,LA 343 3.O PIPNCTA.1 3.3.3 Current Performance 3.3.3.1 Trickling Filters Plant No. 1 Trickling Filter Effluent concentrations for 2011 to 2015 are shown in Table 3-24. This table shows that the trickling filters treat approximately 30 mgd.The process provides partial nitrification,with annual average effluent ammonia values ranging from 8 to 14 mg- N/L. TABLE3-24 Plant M. I Tmld'n F�ter Concentrations fur2011-2016 Year Flow(MGD) COD(mg/L) BOD(mg/L) TSS(mg/L) NH3-N(mg/L) 2011 31 65.8 18.4 18.0 12.0 2012 31 64.2 24.7 18.7 14.3 2013 28 56.8 14.2 13.6 8.0 2014 27 64.4 14.1 15.4 9.4 2015 27.9 65.9 15.4 16.1 10.6 2016(Jan-May) 25.6 68.1 19.2 16.9 12.6 3.3.3.2 Activated Sludge Facility No. 1 (AS-1) Plant No. 1 Activated Sludge Facility No. 1 effluent concentrations for 2011-15 are shown in Table 3-25.This table shows that flow to AS-1 has varied over the years.The process provides complete nitrification and partial denitrification,with annual average nitrate values ranging from 11 to 14 mg-N/L. TABLE 3-25 Plant No. 1 Pctrvated Sludge No. 1 Effluent Concentrations br 2011-16 Year Flow COD BOD TSS(mg/L) NHs-N NOa-N NO:-N (MGD) (mg/L) (mg/L) (mg/L) (mg/L) (mg/L) 2011 76 28.2 4.2 4.9 0.9 11.73 0.02 2012 42 28.3 4.2 5.6 0.8 13.88 0.03 2013 30 24.3 4.6 3.9 0.8 11.27 0.10 2014 57 27.4 4.1 4.4 0.9 10.73 0.10 2015 57.4 29.8 4.0 4.8 0.9 12.65 0.10 2016(Jan- 51.6 32 5 5.3 0.5 13.00 0.10 May) 3.3.3.3 Activated Sludge Facility No.2(AS-2) Plant No. 1 Activated Sludge Facility No. 2 effluent Concentrations for 2012-15 are shown in Table 3-26.Table 3-26 shows that the flow to AS-2 have varied over the years.The process provides complete nitrification and,presumably,partial denitrification.However,no nitrate data is available. 3-09 IX D WN17-PbnW Lax. 10PIP NQI TABLE3-26 Plant No. 1 Pcrivated SWAe No.2 Effluent Concentrations 6r2011-16 Year Flow(MGD) BOD(mg/L) TSS(mg/L) NH3-N(mg/L) 2012 55 4.5 5.0 1.0 2013 50 4.5 4.3 0.8 2014 21 4.1 4.1 0.8 2015 47.5 4.3 4.2 0.8 2016(Jan—May) 51.2 -- -- -- 3.3.4 DnignCriteria 3.3.4.1 Trickling Filters Design criteria for Plant No. 1 trickling filters are provided in Table 3-27. TABLE 3-27 Design Criteria forPlam No. I Tricking Rters Parameter Value Unit Flow(ADF) 30 mgd Flow(Peak Hourly) 66 mgd Flow(Maximum Hydraulic) 75 mgd Basins in Service 2 Basins Influent BOD 149 TBOD mg/L Influent TSS 65 mg/L Influent Ammonia 29 mg/L Effluent BOD @ ADF 20 mg/L Effluent TSS @ ADF 20 mg/L Effluent Ammonia 19 mg/L Effluent Volumetric Loading Effluent F/M Effluent 43n/an/a lb BODs/ft3/daylb MLVSS BODdday/lb MLVSS mg/L Hydraulic Detention Time[ADF]Effluent Volumetric 4.3243n/a Hours lb BODs/ft3/dayDays Loading SRT Hydraulic Detention Time[Maximum Hydraulic]Hydraulic 1.734.32n/a Hours Hours lb Detention Time[ADF]Effluent F/M BOD5/day/lb MLVSS Air Use Hydraulic Detention Time[Maximum 1.551.7343 scfm supplied/ Hydmulic]Effluent Volumetric Loading lb TBOD RemovedHoumlb BONJW/day Effluent Yield Effluent Mixed Liquor Temperature 0.65n/al.7343 Ib TSS/lb TBOD degrees Hydraulic Detention Time[Maximum Hydraulic]EMuent FHours lb BOD5/ft3/day Volumetric Loading Secondary Clarifiers in Service Effluent YieldAir Use 20.651.554.32 Clariferslb TSS/lb Hydraulic Detention Time[ADF] TBODscfrn supplied/ lb TBOD RemovedHours pvl m6vLbcwrctii/CkoVCAYIC DIW39POQ Mmb1e l7h wPle� 30 DF 2017-Pbmib.1. rc 345 3.O PIPNCTA.1 TABLE 3-27 Design Craela ff)rPlant No. l Trickling;Fibers Parameter Value Unit Secondary Clarifiers SVI Secondary Clarifiers in Service n/a2n/al.73 mL/gOarifersdegrees Effluent Mixed Liquor Temperature Hydraulic Detention 'Hours Time[Maximum Hydraulic] Effluent Turbidity(monthly)Secondary Clarifiers SVI 10-204n/a0.651.55 NTUmL/glb TSS/lb Effluent VieldAir Use TBODscfn supplied/ lb TBOD Removed BOD Loading Rate Effluent Turbidity 37,28010-2042n/a Ib/dayNTUClarifersdegrees (monthly)Secondary Clarifiers in Service Effluent Mixed F Liquor Temperature Surface Overflow Rate(ADF)BOD Loading Rate 62437,280n/a0.65 gpd/ft'Ib/daymUglb TSS/Ib Secondary Clarifiers SVI Effluent Yield TBOD Surface Overflow Rate(Maximum Hydraulic)Surface 1,56062410-20 42 gpd/ft29pd/ft2NTUClarifisrs Overflow Rate(ADF)Effluent Turbidity (monthly)Sewndary Clarifiers in Service Recirculation(Average)Surface Overflow Rate 40-751,56037,280n/a mgdgpd/Wlb/daymL/g (Maximum Hydraulic)BOD Loading Rate Secondary Clarifiers SVI Recirculation(Peak)Recirculation(Average)Surface 75(Recirc)40- mgdmgdgpd/fVNTU Overflow Rate(ADF)Effluent Turbidity(monthly) 7562410-20 4 Trickling Filter Sludge Volume @ ADFRecirculation -42,000 to ft3/daymgdgpd/ft2Ib/day (Peak)Surface Overflow Rate(Maximum Hydraulic) PCs 16-31 East75 BOD Loading Rate (Recirc)1,56037,280 Trickling Filler Sludge Solids Concentration Trickling 8,000-42,000 to mg/Lft3/daymgdgpd/ft' Filter Sludge Volume @ ADFRecirculation PCs 16-31 East40- (Average)Surface Overflow Rate(ADF) 75624 Secondary Sludge Design Peaking Factor Trickling Filter 2.068,00075 mg/Lmgdgpd/ftc Sludge Solids Concentration Recirculation (Recim)1,560 (Peak)Surface Overflow Rate(Maximum Hydraulic) MLVSSBOD-Mixed liquor volatile suspended solids 2.06-42,000 to ft3/daymgd biochemical oxygen demand PCs 16-31 Eest40-75 F/M-food-microorganism TBOD-Total BOD SVI-sludge volume index mL/g-milliliter per gram ft3/day-cubic feet per day lb/day-pounds per day gpd/fit'-gallons per day per square foot lb BOWday/lb MLVSS scfm supplied/lb TBOD Removed degrees F-degrees Fahrenheit Secondary Sludge Design Peaking Factor Trickling Filter Sludge Volume @ ADFRecirculation(Average) 3G6 pw//�mlo'�wrc�/CtiemMNOLSn'10339PDQRMsrebba201'l b4surPYWOupmr3IXSDFTR 2019-PbnTb.l Ercx 3.OPI M..1 TABLE 3-27 Design Craela ff3rPlsm No. l Trickling Filters Parameter Value Unit MLVSSBOD-Mixed liquor volatile suspended solids 8,00075(Recirc) mg/Lmgd biochemical oxygen demand F/M-food-microorganism TBOD-Total BOD SVI-sludge volume index mUg-milliliter per gram W/day-cubic feet per day Ib/day-pounds per day gpd/ft2-gallons per day per square foot lb BOD5/day/Ib MLVSS scfm supplied/lb TBOD Removed degrees F-degrees Fahrenheit Trickling Filter Sludge Solids Concentration Recirculation(Peak) Secondary Sludge Design Peaking Factor Trickling Filter 2.06-42,000 to W/day Sludge Volume @ ADF PCs 16-31 East MLVSSBOD-Mixed liquor volatile suspended solids 8,000 mg/L biochemical oxygen demand F/M-food-microorganism TBOD-Total BOD SVI-sludge volume index mL/g-milliliter per gram ft3/day-cubic feet per day Ib/day-pounds per day gpd/ft2-gallons per day per square foot lb BON/day/lb MLVSS scfm supplied/lb TBOD Removed degrees F-degrees Fahrenheit Trickling Fitter Sludge Solids Concentration Secondary Sludge Design Peaking Factor 2.06 MLVSSBOD-Mixed liquor volatile suspended solids biochemical oxygen demand F/M-food-microorganism TBOD-Total BOD SVI-sludge volume index mL/g-milliliter per gram ft3/day-cubic feet per day lb/day-pounds per day gpd/ft2-gallons per day per square foot lb BODS/day/lb MLVSS scfm supplied/lb TBOD Removed degrees F-degrees Fahrenheit gvl/Gmly mrctii/CkoVCAYIC DW339POQ Mmb1ea2017 hhsmPle� 3IXSMM 2017-Pbmiv 1. rc 347 3.O PIPNCTA.1 3.3.4.2 Activated Sludge Facility No. 1 (AS-1) Design criteria for Plant No. 1,AS-1 carbonaceous mode are provided in Table 3-28. TABLE 3-28 Design Criteria fixft a b. 1 Activated Sludge Fa No. 1 Ivbde:carbonaceous Parameter Value Unit Flow,Average 92 mgd Process Flow, Peak 107 mgd Hydraulic Peak 136 mgd Aeration Basins in Service 10 Each Influent BOD 149 mg/L Type: BOD,TBOD,CBOD, NBOD,SBOD TBOD Influent TSS 52 mg/L Influent Ammonia 27 mg/L Effluent BOD <10 mg/L Type:Step Feed, Plug Flow Step feed Effluent TSS 5 mg/L Effluent Ammonia 18 mg/L Effluent MLSS 790-940 mg/L Peak Effluent MLSS 940 mg/L Effluent MLVSS 70%MLSS mg/L Effluent MCRT 1.0 Days SRT2 n/a Days Effluent F/M 1.5 lb BODs/day/lb MLVSS Effluent Volumetric Loading 62.0 lb BOD'/1,000 0day Effluent Hydraulic Detention Time 3.5 hours Air Use 0.46 scfmAb BOD' Removed/d Effluent Mixed Liquor Temp 73.4 degrees F Effluent Yield 0.9 lb TSS/lb BOD' Secondary Clarifiers in Service 24 duty,2 standby Each Secondary Clarifiers Return Flow 28-68 mgd Secondary Clarifiers SVI 220 mug Effluent Turbidity 5 NTU BOO Loading Rate 114 1,000 lb/day Surface Overflow Rate(AIDE) 639 gpd/ft2 Surface Overflow Rate(PW WF) 722 gpd/ft' Recirculation Ratio(RAS) 0.3—0.6 Recirculation(Average) 41.4 mgd M8 Lax. 3.OPIPNrM..1 TABLE 3-28 Design Ofteta ffoPlant Mo. 1 Activated Sludge Fa M. 1 !w!>de:carbonaceous Parameter Value Unit Recirculation(Peak) 68 mgd Secondary Sludge Volume(WAS) 3.9—6.3 mgd Secondary Sludge Solids Concentration 2,100-3,500 mg/L Secondary Sludge Design Peaking Factor 1.6 CBOD—carbonaceous biochemical oxygen demand NBOD—nitrogenous biochemical oxygen demand SBOD—soluble biochemical oxygen demand Design criteria for Plant No. 1,AS-1 nitrification mode,are provided in Table 3-29.The following design criteria were verified by a process validation study in 2010 after the AS-1 upgrade.The report showed an SRT of 4.8 days,an SVI average of 70-80 mL/g,and an RAS peak recirculation of 56 mgd. TABLE 3.29 Dcsign Criteria fxPlazrt Mo. 1,Activated Sludge Faclity No. 1,M3de:Mmlication Parameter Value Unit Flow(Average) 92 mgd Process Flow(Peak) 94 mgd Hydraulic Peak 150 mgd Aeration Basins in Service 10 Each Influent BOD 146 mg/L Type: BODS,TBOD, CBOD,NBOD, SBOD TBOD Influent TSS 52 mg/L Influent Ammonia 27 mg/L Effluent BOD <10 mg/L Type:Step Feed, Plug Flow Step feed Effluent TSS 5 mg/L Effluent Ammonia <0.1 mg/L Effluent MLSS 2,000-2,600 mg/L Peak Effluent MILES 2,600 mg/L Effluent MLVSS 70%MLSS mg/L Effluent MCRT 3.3 total, 2.5 aerobic Days SRT2 n/a Days Effluent F/M 0.6 lb BODs/day/lb MLVSS Effluent Volumetric Loading 62.0 lb BODV1,000 W/day Effluent Hydraulic Detention Time 3.5 hours Air Use 0.64 scfm/Ib BODE Removed/d Effluent Mixed Liquor Temp 73.4 degrees F Effluent Yield 0.7 lb TSS/lb BOD' ,, l/ w6vLbcwrctii/CkoVCAYICSD'10339POQ Mmb1ea2017 hhsmPle� 3OSDFM 2017-Pbmi ,1.6xx 349 3.O PIPNCTA.1 TABLE 3-29 Design Criteria f)r Plant Pb.1 Activated SErd Facility M. 1 Ivbde:Nitrification Parameter Value Unit Secondary Clarifiers in Service 24 duty,2 standby Each Secondary Clarifiers Return Flow 37—68 mgd Secondary Clarifiers SVI 150 mug Effluent Turbidity 5 NTU BOD Loading Rate 114 1,000 lb/day Surface Overflow Rate(ADF) 639 gpd/ft2 Surface Overflow Rate(PW WF) 660 gpdML2 Recirculation Ratio(RAS) 0.4—1.0 Recirculation(Average) 46 mgd Recirculation(Peak) 68 mgd Secondary Sludge Volume(WAS) 1.4—1.8 mgd Secondary Sludge Solids Concentration 6,000—7,500 mg/L Secondary Sludge Design Peaking Factor 1.3 3.3.4.3 Activated Sludge Facility M.2(AS-2) Design criteria for Plant No. 1,AS-2 carbonaceous mode,are provided in Table 3-30. TABLE 3-30 Design Criteria fir Plant M. 1,Activated Sludge Facility No.2,n4lde:Cadwnaccous Parameter Value Unit Flow(ADF) 60 mgd Flow(Maximum Mo.) 66 mgd Flow(PWWF) 120 mgd Basins in Service 6 Basins Influent SBOD(Average) ill mg/L Influent SBOD(Maximum Mo.) 113 mg/L Influent BODT(Average) 142 mg/L Influent BODT(Maximum Mo.) 145 mg/L Influent TSS(Average) 52 mg/L Influent TSS(Maximum Mo.) 54 mg/L Influent Ammonia(Average) 25 mg/L Influent Ammonia(Maximum Mo.) 26 mg/L Effluent BOD 10 BODT mg/L Feed Type:step feed, plug flow plug Effluent TSS 10 mg/L Effluent Ammonia - mg/L MLSS >1,000 mg/L MLVSS 85 %of MLSS 3-50 l&x. IOPLMIrM..1 TABLE 3-30 Design Crffirm brPlant No. 1 Activated Sludge Fa M.2 Ivbde:carbonaceous Parameter Value Unit SRT(Aerobic) 1 Days F/M 0.78 lb BODs/day/lb MLVSS Volumetric Loading 0.047 lb BOD5/ft3/day Hydraulic Detention Time[ADF] 4.55 hours Hydraulic Detention Time[PW WF] 2.28 hours Air Use 0.23 scfnVlb TBOD Removed Mixed Liquor Temp 79 degrees F Yield 0.66 lb TSS/lb TBOD Secondary Clarifiers in Service 6 Clarifiers Secondary Clarifiers SVI < 150 mug Effluent Turbidity(monthly) 5 NTU BOO Loading Rate 66,053 lb/day Surface Overflow Rate(ADF) <=550 gpd/ft2 Surface Overflow Rate(PW WF) <= 1,200 gpd/W Recirculation(Average) 0 MLR/0.65Q RAS mgd Secondary Sludge Volume(WAS) 462,000 W/day Secondary Sludge Solids Concentration 2,243 mg/L Secondary Sludge Design Peaking Factor 2.40 Load Based' Peaking factor not applied to secondary sludge. Pump size in gpm based on maximum design wastage rate in lb/day and operating concentration range. MLR—mixed liquor recirculation Design criteria for Plant No. 1,AS-2 nitrification mode,are provided in Table 3-31. TABLE 3-31 Deskn Crinva fur Pact No. 1,Activated Sludge Facky No.2 Ivade:NmIficatbn Parameter Value Unit Flow(ADF) 60 mgd Flow(Maximum Mo.) 66 mgd Flow(PWWF) 120 mgd Basins in Service 6 basins Influent SBOD(Average) 111 mg/L Influent SBOD(Maximum Mo.) 113 mg/L Influent BODT(Average) 142 mg/L Influent BODT(Maximum Mo.) 145 mg/L Influent TSS(Average) 52 mg/L qvl/Gm6vLbcwrctii/CkoVCAYICSn'10339POQM1lFereb1ea201]hhsmPleN tw306DFWP 2017-Pbmi ,1. ¢ 3-51 3.O PIPNCTA.1 TABLE 3-31 Design Criteria for Plant No. l Activated Sludge Faci M.2 twbde:Nmilication Parameter Value Unit Influent TSS(Maximum Mo.) 54 mg/L Influent Ammonia(Average) 25 mg/L Influent Ammonia(Maximum Mo.) 26 mg/L Effluent BOD 10 BODT mg/L Feed Type:step feed, plug flow plug,step Effluent TSS 10 mg/L Effluent Ammonia <2 mg/L MLSS <2,600 mg/L MLVSS 85 %of MLSS SRT(Aerobic) 4 days F/M 0.4 lb BODs/day/lb MLVSS Volumetric Loading 0.047 lb BODs/ft'/day Hydraulic Detention Time(ADF) 4.55 hours Hydraulic Detention Time(PW WF) 2.28 hours Air Use 0.46-plug, 0.40-step scfm/lb TBOD Removed (based on ammonia and TBOD removed) Mixed Liquor Temperature 79 degrees F Yield 0.50 lb TSS/lb TBOD Secondary Clarifiers in Service 6 Clarifiers Secondary Clarifiers SVI < 150 mug Effluent Turbidity(monthly) 5 NTU BOD Loading Rate 66,053 lb/day Surface Overflow Rate(ADF) <=550 gpd/fi% Surface Overflow Rate(PW WF) <=1,200 gpd/ft' Recirculation(Average) 2Q MLR/0.65Q RAS mgd Secondary Sludge Volume(WAS) 135,343 ft3/day Secondary Sludge Solids Concentration 4,000—7,000 mg/L Secondary Sludge Design Peaking Factor 2.40 Load Based' 'Peaking factor not applied to secondary sludge. Pump size in gpm based on maximum design wastage rate in Ib/day and operating concentration range. 3-4 l&x. 3.OPIMrNQ 1 3.3.5 Planned Upgrades P1-129 Return Activated Sludge Piping Replacement at Activated Sludge Plant 1 This project will remove and replace the existing 30-inch steel discharge header piping,valves, flexible couplings,and pipe hangers in the Return Activated Sludge(RAS)Pump Room at Plant No. 1 and approximately 220 linear feet of buried discharge piping. X-015 Plant No.1 Trickling Filters Rehabilitation By 2037,the trickling filters will need rehabilitation,and the trickling filter mechanical equipment will need replacement.The lack of odor control in the form of trickling filter covers poses major odor concerns.This project will replace the entire ventilation/odor control system and collector drives.Structural rehabilitation will also be performed to repair leaks and cracks on the trickling filters and secondary clarifiers. This project will also replace all associated electrical components. X-018 Plant No.1 Activated Sludge 2 Rehabilitation By 2037,AS-2 will need rehabilitation as it approaches the end of its useful life. This project will rehabilitate or replace mechanical and electrical equipment based on a future condition assessment. X-048 Activated Sludge 1 Aeration Basin and Blower Rehabilitation Multiple components of AS-1 are reaching the end of their useful life and will require replacement or rehabilitation. P1-82 rehabilitated AS-1 to achieve partial denitrification.This project will convert AS-1 to a total denitrification process by installing Mixed Liquor Recycle (MLR) pumps.Aeration basins will under structural rehabilitation,and associated mechanical equipment will undergo mechanical rehab. All blowers,air handling units,and associated electrical components will be replaced. X-049 Activated Sludge 1 Clarifier and RAS Pump Station Rehabilitation The secondary clarifiers are approaching the end of their useful life and will require rehabilitation. The walls of the clarifiers will require structural rehabilitation to cover up cracks and leaks.All associated mechanical equipment,such as collector mechanisms and RAS pumps, will require rehabilitation and or replacement. pvl w6vLbcwrctii/CkoVCAYICSDIW39POQ Mmb1ea2017 hhsmPle� 3OSDFNP 2017-Pbmi ,1. rc 3-53 3.O PIPNCTA.1 3.4 Solids Treatment and Gas Handling 3.4.1 Overview The Plant No. 1 Solids Treatment/Gas Handling Facilities'index map and details are shown on Exhibits 3-7 through 3-11. The Plant No.1 solids routing is shown in Figure 3-1.This schematic represents the solids routing after startup of the thickening and dewatering centrifuges installed under Project P1-101. I g Filter TF Sludge Legend arifiers' Current Operation ary Alternative Route fiers Scum ........................ Di ested Slud e ening Digesters Holder �aterinr g fu es Centrifu esWAS Cake ludge DAFT Cake Storage arifiers Units Truck Loading Figure 3-1 Plant No. 1,2016 Solids Routing(After Startup oflhickemag and Dewatelvlg Centrifuges) The major Plant No.1 solids handing components and digester gas handling components are shown in Tables 3-32 and 3-33. TABLE 3-32 Plant Tb. 1 Solids flan Nhi rCo ents Facility Current Future Comment Thickening Centrifuges 3 5 Dissolved Air Floatation 6 6 District is considering using DAFTs for foam Thickener(DAFT)Units control and as a standby to thickening centrifuges. In the future,the District may decide to repurpose or demolish some or all of the units. If repurposed,a condition assessment of the DAFT system should be conducted. Digesters 10 10 3-59 pw//a'AmN'�wrc�/CtiemMNOLSG'10339/ONRIAcrebks201]�9s¢rPYNOup2r3IXSDFTR NIL]-PYmTb.l dirx 10PI M..1 TABLE 3-32 Plant No. 1 Solids Handling Ma' rCo ents Facility Current Future Comment Holders 2 2 Dewatedng Belt Filter Presses Buildings C None To be removed by Project P1-101. and M Dewatedng Centrifuges 3 4 Cake Storage Silos&Truck 4 4 Loading Primary Sludge Diversion Temporary Permanent To allow diversion of primary sludge to Plant Pipeline Connection to Connection No.2. Installed as a temporary line under Interplant to Interplant Project P1-101A,but modifications to make Pipeline Pipeline line permanent is under consideration. TABLE 3-33 Plant No. l Digeswr Gas Handtiffna Nh' r nts Facility Units Capacity Low Pressure Holders 1 Volume=25,000 ct Gas Dryers 1duty Capacity=3,000 ctm. (1)Refrigerant dryer available as a backup. Gas Compressor 3 Capacity=1,553 cfm each. Discharge pressure=78 psig. Digester Gas Flares 3 Capacity=720 cfm Source:2005 OCSD Energy Master Plan(OCSD,2005) 3.4.1.1 Co-Thickening Centrifuges Co-thickening centrifuges were installed under Project No.P1-101.These centrifuges have adequate capacity to co-thicken secondary WAS,primary sludge,and TF sludge. 3.4.1.2 Dissolved Air Flotation Thickeners The dissolved air flotation(DAF) thickeners that previously thickened secondary WAS may be demolished,employed to treat foam if a Nocardia upset occurs,or remain as standby to the thickening centrifuges.The DAFI's may be repurposed in the future,or the tanks may be demolished if no other purpose is identified for them. If the District considers reusing the tanks or system components,they should be considered for assessment to determine their repair or rehabilitation needs. 3.4.1.3 Anaerobic Digesters The digesters at both Plant No.1 and Plant No.2 use a single-stage mesophilic anaerobic sludge digestion process.At Plant No. 1,Digesters 7 through 16 operate as anaerobic digesters.Tanks 5 and 6 do not operate as digesters and are instead used as"holders" to store digested sludge prior to dewatering. qvl/Gm6vLbcwrctii/CkoVCAYICSa'10339POQM1lFereb1ea201]hhsmPleNQ�eptt)06DFM x01]-P6mib.I.Grce 3-55 3.0PLMrNQ.1 The digesters were rehabilitated under project P1-100, and the mechanical systems (digester mixing,heat exchangers,sludge recirculation pumping,bottom sludge transfer pumping,hot water pumping,piping,valves)were replaced.A new boiler and associated hot water pumps were installed for supplemental digester heating. Also under P1-100,Digested Sludge Holding Tank Nos.5 and 6 were fitted with new mixing pumps,digested sludge transfer pumps, digested sludge overflow booster pumps,and digester gas piping. TABLE 3-34 Plant No. l Digesters and Wesued Sludge!WEE Tanks Dia. Sidewall Depth Working Digester (feet) (feet) Available Volume Volume(MG) Holders 5(Holder) 90 30 1.43 1.38 6(Holder) 90 30 1.43 1.38 Total Volume 2.86 2.77 Digesters 7 90 30 1.43 1.38 8 90 30 1.43 1.38 9 110 30 2.13 2.06 10 110 30 2.13 2.06 11 110 30 2.13 2.06 12 110 30 2.13 2.06 13 110 30 2.13 2.06 14 110 30 2.13 2.06 15 110 30 2.13 2.06 16 110 30 2.13 2.06 Total Volume 19.90 19.25 Notes: 1.Source: 1989 OCSD Master Plan(OCSD, 1989) 2.Source:OCSD Solids Loading Projections,White Paper by OCSD Engineering. Electronic file dated February 24,2016. 3.Source:Job No.P1-100 Sludge Digester Rehabilitation at Plant No. 1 (AECOMIOCSD,2009) 4.Volumes calculated assuming no capacity within conical section of tank due to grit accumulation and assuming 297 Of operation depth. 3.4.1.4 Belt Filter Press awatering Facility The belt filter press dewatering system in Building C and M will be demolished under Project P1-101. This project will replace the existing belt filter press dewatering facility with sludge dewatering centrifuges. 3-56 IXSDIW NIL]-PYmW Ld . 3.4.1.5 Dewatering Centrifuges Project No.P1-101 is installing dewatering centrifuges for dewatering digested sludge prior to truck loading and transfer to biosolids reuse.The existing belt-presses will no longer be in service and will be demolished as part of Project P1-101. 3.4.1.6 Sludge Storage and Loading Facilities Dewatered cake is stored in the four silos housed in the Dewatered Sludge Storage Building. With a cake solids concentration of 25 percent,these silos will provide 3.4 days of storage under average-day loadings in 2030.The storage silos were retrofitted with sliding frame discharge mechanisms and cake silo transfer pumps that are compatible with the drier cake solids provided by the dewatering centrifuges. Cake from each silo is conveyed through a dedicated pipe to the truck load-out hopper or to a load-out bay where the District can directly fill a truck. The load-out bay was installed as a temporary system in a metal building during P1-101,but OCSD may consider modifying it for permanent use to ease silo and truck hopper loading operations.To reduce pipe pressure,cake piping is fitted with slip lubrication.The truck loading hopper includes screw conveyors to help discharge into the trucks. The load-out bays are enclosed to facilitate odor and noise control. Dewatered cake is hauled off-site to remote locations for further processing,reuse,or disposal. 3.4.1.7 Drying Bed Facility The Drying Bed Facility,located south of Primary Clarifiers 1631,includes three drying beds,a sawdust storage area,truck wash station,and drainage and wash water utilities.This facility stores and dewaters material discharged from vactor trucks,biosolids trucks,and digester cleaning operations. Drying Bed No. 1 and No.2 are used for vactor trucks and other debris. Drying Bed No.3 is used primarily for excess biosolids or leaks from biosolids trucks. 3.4.1.8 Primary Sludge Aversion Pipeline Under Project No. P1-101A,a primary sludge diversion line was constructed so Plant No.1 could divert sludge to Plant No. 2 while the larger P1-101 project was constructed. The pipeline connects Primary Sludge Pipes 1 and 2 to the bypass section of the interplant diversion near Headwork No. 2. This diversion pipeline will remain in service so sludge can be diverted from Plant No.1 to Plant No.2 in case operational situations or temporary limitations on solids handling systems require it. 3.4.1.9 Low Pressure Gas Holder The digester gas produced at Plant No.1 collects in a 42-foot diameter cylindrical tank.A floating cover on the dry seal type gas holder allows the level of the gas holder to fluctuate according to gas production. The weight of the piston controls the low-pressure digester gas system pressure.Digester gas flows from the holder to three digester gas compressors. qvl/Gm6vLbcwrc�/CkoVCAYICS�'10339POQM1lFereb1ea201]h .Ple� 3IXSDFM 2017-Pb.i ,1. rc 3-r 3.OPLAMrM..1 Before compression,gas flows through an inlet moisture separator and two parallel gas filters. These devices remove dirt,dust,moisture,and other foreign matter.The compressors discharge the digester gas to an 18-inch,stainless steel,high-pressure gas line,where it is used for the Central Generation System(Cengen). 3.4.1.10 Digester Gas Ayer The digester gas collected from the digesters is compressed and dried by running chilled water from the adsorption chillers through a digester gas-to-chilled water heat exchanger. A refrigerant dryer is available for backup. 3.4.1.11 Digester Gas Compressors The gas compressor building and the gas holder were completed in 1992. Project J-35-2 upgraded the compressors' motors to bring the facility into compliance with NFPA 820. According to conversations with Maintenance staff,the compressors were recently rebuilt,but replacement parts are becoming more difficult to find.Thus,the compressors are scheduled to be replaced under project J-124. TABLF 3-35 Plant Nb. 1 Digeswr Gas Compressors Number of Compressors 3 Manufacturer Pennsylvania/Cooper Industries Model Number 24"15-%"x 9 Class HOF Compressor a/n 211126 Horsepower 300 Pressure output 36.1 psi 1st stage,92.4 psi 2nd stage absolute Capacity(cfm) 1837 wet acfm, 1700 adm dry Project which installed them P1-34-1 Source:CIVIMS Data(12/8/08 email from Moira Sullivan) 3.4.1.12 Digester Gas Flares The existing digester gas flares were constructed and placed in service in 1992.The flares can dispose of excess digester gas pressurized by the gas compressors.The low-pressure system does not have any flares. A five-mile long Interplant Gas Line connects the high-pressure gas systems of Plant No. 1 and Plant No.2.This provides temporary storage of digester gas,allows the gas production to be split between the Cengen facilities at both plants,and buffers spikes in gas production,reducing the need for flaring. Another recent development affecting the flares has to do with AQMD Title V requirements, which place stringent limits on overall gas emissions. Various situations can cause the low- pressure digester gas to vent,adding to those emissions. The main cause is associated with failure of the gas compressors. As part of J-124,low-pressure flares may be installed. 3-58 0SDo&N 17-PYmW Ld . 10PI M..1 3.4.2 Operational Philosophy Currently,solids produced in the treatment facilities are thickened,fed to single-stage mesophilic anaerobic sludge digesters,dewatered with centrifuges,and then hauled off-site. At Plant No. 1,some primary clarifiers are used as thickening basins to pre-thicken sludge from other primary clarifiers prior to sending the sludge to the digesters.When Project 1-101 is completed in 2018,primary sludge will be sent to a sludge blending tank upstream of the thickening centrifuges.This "pre-thickening"of the primary sludge is necessary to maintain acceptable hydraulic loads on the thickening centrifuges.The concentrated primary sludge is blended with thinner secondary sludge from the activated sludge plant and trickling filters before the mixture is fed to the thickening centrifuges. Anaerobic digestion is followed by dewatering centrifuges (post Project P1-101),and dewatered biosolids are hauled away for off-site processing or reuse.Biogas produced in the digesters is currently dried,compressed,and used as fuel for electricity production in the Cengen facility. Heat produced in that process is used for digester heating and other needs,whereas excess gas is disposed of by high-pressure flares.The following paragraphs describe the operational philosophy once Project 1-101 is online. 3.4.2.1 Sludge Blending and Thickening Centrifuges The primary sludge is initially concentrated in primary clarifiers to approximately 4 percent total suspended solids(TSS).This concentrated primary sludge and secondary sludge from the activated sludge (approximately 0.75 percent TSS) and trickling filter (approximately 1.2 percent TSS) systems are fed to mechanically mixed sludge blending tanks.Centrifuge feed pumps draw the blended sludge from the tanks and supply the thickening centrifuges. Mannich polymer is injected into the centrifuge feed lines ahead of each centrifuge.The thickened sludge discharges to wet wells dedicated to each centrifuge,and thickened sludge transfer pumps convey the material to the digester feed system through two parallel pipes. Each wet well is served by one duty and one standby thickened sludge transfer pump. Sloppy sludge (out-of-spec sludge generated during startup and shutdown) and centrate from the thickening centrifuges is discharged to a common centrate wet-well served by centrate pumps that can transfer the material to the aeration basins,trickling filters,or Plant No.2. 3.4.2.2 Anaerobic Digestion In general,as the anaerobic digesters receive new feed sludge, digested sludge is displaced to digested sludge holding tanks.The holding tanks provide liquid storage for the sludge dewatering process. 3.4.2.3 Dewatering Digested sludge transfer pumps draw digested sludge from the digested sludge holding tanks and feed the dewatering centrifuges. Emulsion polymer is injected into the centrifuge feed lines ahead of each centrifuge. Each centrifuge discharges to a dedicated inclined screw classifying conveyor,which discharge dewatered cake onto dedicated horizontal screw cross conveyors. These conveyors then discharge to two parallel collector conveyors that transfer cake into dewatered cake hoppers.From there,the cake is pumped with progressive-cavity cake pumps pwl/Gm6vLbowrcnm/CtieoVCAYICSD'10359POQRFereb1ea2019 hhetmWe� 30L9DFW 2019-Pb.D ,LG 3-59 J.O PIPNCTA.1 to the cake storage silos or directly to the truck load-out hopper.The cake piping is interconnected so discharge can be routed to any of the silos. Sloppy sludge (out-of-spec sludge generated during startup and shutdown) drains from the classifying conveyors into a slop drain sump.Pumps in the slop drain sump pump the slop to the centrate wet well. Centrate from the dewatering centrifuges is discharged to a common centrate wet well served by centrate pumps that can transfer the material to the aeration basins, trickling filters,or Plant No. 2. 3.4.2.4 flying Bed Facility The Drying Bed Facility includes three drying beds,a sawdust storage area, truck wash station, and drainage,and wash-water utilities.Debris from the collections system,excess biosolids from hauling trucks,and material collected during digester cleaning are discharged in the drying beds and allowed to dewater prior to disposal.Excess moisture drains from the material and is routed back to the treatment process through the drainage system.Discharged material is typically covered with sawdust to prevent odors and reduce vector attraction. An area between Drying Bed Nos.2 and 3 is used to decant vactor trucks before solids are discharged into Drying Bed No.1 or No. 2. Drying Bed No.3 is primarily used for biosolids. Biosolids trucks are washed with recycled water in the truck wash station after discharging materials into Drying Bed.No.3. 3.4.2.5 Gas Flandling Biogas produced in the digesters is currently dried,compressed, and used as fuel for electricity production in the plant Cengen Facility.Heat produced in that process is used for digester heating and other needs. Excess gas that has been compressed can be disposed of by high- pressure flares. No flares are currently on the low-pressure systems. 3.4.3 Current Performance Table 3-36 summarizes Plant No. 1 performance for flotation thickeners,primary sludge, digested sludge,belt presses,biosolids hauling,and odor control for FY 2015-16.For FY 2015- 16,64 percent of the flow was sent to Plant No.1,and 49,455 cu.ft/d was diverted to Plant No 2. Performance data represents DAFT thickening and belt filter press dewatering because data are not yet available for the dewatering centrifuges installed under Project P1-101. TABLE 3.36 Summary ofPerfommnm fDr Sladee and Sohds}tsn ' and Odor Control at Plant%. 1 Component Unit Annual Average Floatation Thickeners Flow mgd 1.2 Float,TSS % 4.6 Underflow TSS mg/L 26 Recovery % 100 Polymer Dose lb/ton dry 15.7 340 pw//�mlo'�wrc�/CtiemMNOLSn'10339PDQRMsrebba201'l b4surPYWOupmr3IXSDFAR 2019-PbnTb.l Ercx 3.OPI M..1 TABLE 3-36 Summary ofPeraur a=for S e aM Sotids}fandb3 and Odor Control at PlantlVo. 1 Component Unit Annual Average Units in Service No. 6 Float Flow cu May 31,200 Primary Sludge Flow to Digesters' W/d 60,600 Total Solids % 4.19 Volatile Solids % 3.32 Trickling Fitter Sludge Flaw to Digesters' ft2/d 7,262 Total Solids % 2.63 Volatile Solids % 2.04 Digested Sludge Total Solids % 2.24 Volatile Solids % 1.51 VS Reduction % 57 Detention Time Days 20 Belt Presses2 Feed MG/mo. 26.1 Feed %TS 2.21 Cake %TS 18.07 Filtrate %TSS 0.02 Cake wet tons/mo. 12,289 Truck Loads No./month 486 Capture % 98 Polymer Dose lb/ton 11.1 Polymer Usage lb 23,800 Biosolids Hauling Cake wet tons/day 370 Truck Loads No./day 15 Odor Control—Scrubbers,Headworks H2S-In ppm 3.32 HzS-Out ppm 0.13 Unit Efficiency % 96 pH — 8.0 Units in Service No. 4 Odor Control—Scrubbers,Primary pvl w6vLbcwrctii/CkoVCAYlCS1Y10339POQ Mmb1ea201]hhsmPle� 30C3MNP 2017-Pbmi ,1. rc 361 3.O PIPNCTA.1 TABLE 3-36 Summary ofPerfonrence for Sludae and Solids}fandh3 and Odor Control at Plant l lu. 1 Component Unit Annual Average H2S-In plan 2.53 HzS-Out ppm 0.21 Unit Efficiency % 92 pH — 7.6 Units in Service No. 4 r The primary sludge to digesters does not include flow from the scum pump. 2 The belt filter presses will remain in operation until the dewatenng centrifuges installed during Project P1-101 are fully commissioned.They will then be demolished. Source:2015-2016 Treatment Plant Operational Data Summary(OCSD,2016). 3.4.4 Design Criteria Design criteria for Plant No. 1 sludge and solids handling facilities are presented in Table 337. TABLE 3.37 Plant No. 1 Sludge and Solids Handling Fades Basis ofDas' Parameter Value Units Solids Thickening Design Parameters(PrimarylrFMAS)° Primary Sludge Average 299,000 lb/day AS Sludge Average 100,000 Ib/day TF Sludge Average 15,000 lb/day Solids Loading Average 414,000 Ibs/day Solids Loading Peak Day 663,000 Ibs/day Solids Loading Average 2.16 mgd Solids Loading Average 289,000 cuf/day Solids Loading Peak Day 3.46 mgd Solids Loading Peak Day 463,000 cuf/day Primary Sludge Peak Day Factor 1.6 factor (solids&flow) WAS Peak Day Factor(solids&flow) 1.6 factor DAFT Units Number of Units in ServicO 0 unit Number of Units Standby2.5 6 unit Diameter 40 fl Surface Area(4 units) 5,026 sf Average Solids LoadingZ° -- Ibs/sf/d Peak Month Solids Loading'' -- Ibs/sf/d Average Hydraulic Loading2,5 -- gpm/sf 3rA GSDFTR N17-Pb W1E . 3.0PLMIrM..1 TABLE 3-37 Plant No. 1 Sludge and Solids Handhig Facilmes Basis ofDes' Parameter Value Units Peak Month Hydraulic Loading'' -- gpm/sf Design Hydraulic Loading4 1.6 gpm/sf Design Solids Loading4 18 Ibs/sf/d Thickening Centrifuge Units(assumed to thicken 100%of sludge)r Number of Units in Service 2 unit Number of Units in Standby 1 unit Average Solids Loading 6,990 Ibs/hr/unit Peak Day Solids Loading 12,140 Ibs/hr/unit Average Hydraulic Loading 770 gpm/unit Peak Day Hydraulic Loading 1,130 gpm/unit Design Hydraulic Loading' 1,600 gpm/unit Design Solids Loading' 16,000 Ibs/hr/unit Digesters Total Co-thickened Sludge to Digesters 104,280 cuf/day Total Solids to Digesters 392,000 Ibs/day Digesters in Service 9 unit Digesters in Standby(1 Large Digester in Standby) 1 unit Digested Sludge Holding Tanks 2 unit Assumed VSS/TSS ratio in Feed Sludge 0.80 ratio VSS in Feed Sludge 314,000 Ibs/day VSS Destruction 176,000 Ibs/day Sludge Peak Factor 1.20 15-day peak digester feed flow Working Volume(1 Large Digester in Standby) 2,300,000 cult Average HRT(1 Large Digester in Standby) 22.0 days Peak 15 Day HRT(1 Large Digester in Standby) 18.4 days Dewatering Centrifuge Units Number of Units in Service? 2 unit Number of Units in Standby' 1 unit Total Solids to Dewatedng(Average)s 217,000 Ibs/day Digested Sludge Volume(Average)8 104,280 cuf/day Digested Sludge Concentration 3.3 percent solids Average Solids Loading 4,520 Ibs/hr/unit Solids Peaking Factor° 1.20 15-day peak Peak Solids Loading(15-day max) 5,425 Ibs/hr/unit ,, l/ w6vLb xnNCkoVCAYIC DIW39POQ Mmb1ea2017 hvwft� 306DF 2017-Pbmi ,l.6xx 363 3.O PIPNCTA.1 TABLE 3-37 Plant No. 1 Sludge and Solids Handling Facilmes Basis ofDes' Parameter Value Units Average Hydraulic Loading(Sludge Only)3 273 gpm/unit Flow Peaking Factor° 1.60 1-day peak Peak Hydraulic Loading(Daily Peak,Sludge Only)6 436 gpm/unit Maximum Solids Loading3.7 7,000 Ibs/hr/unit Maximum Hydraulic Loading3.7 1,000 gpm/unit Solids Capture 95 percent Dry Solids Generation and Storage Cake Solids 286(can range 25-35)7 percent solids Cake Weight(including water,at 25%cake)7 412 tons/day Cake Solids Volume(at 62.4 lb/cf cake density)7 13,200 cuft/day Number of Storage Silos? 4 unit Storage Silos Volume? 48,400 cuft Storage Capacity? 3.7 days Notes: 1.All values are average day, unless stated otherwise. 2.Thickening and dewatering design is based on DAFTs being out of operation,centrale routed to Plant 2 and digester feed at percent. 3.The centrifuge and design hydraulic loadings are dependent on solids loading,therefore,if solids loadings are less,the centrifuges should expect to have higher hydraulic loadings. 4. P1-36 Preliminary Design Memorandum No.8 dated April 1990 specifies average design solids loading rate of 18 lbs/sf/d and average solids loading rate of 1.6 gpm/sf. 5. It is assumed that centrifuge will thicken 100 percent of the WAS. 6.Source:OCSD Solids Loading Projections,White Paper by OCSD Engineering. Electronic file dated February 24,2016. 7.Source:P1-101 Sludge Dewatering and Odor Control at Plant 1. Design criteria sheets. Final Design Submittal, dated October 2011. 8. Polymer flow adds to hydraulic load on unit.Average polymer flow is 219 gpm per OCSD Solids Loading Projections,White Paper by OCSD Engineering;electronic file dated February 24,2016. If polymer flow peaks at same rate as sludge, peak polymer flow is 350 gpm.This adds 110 gpm/unit and 175 gpm/unit to hydraulic load on centrifuge at average and peak day conditions, respectively. 3.4.5 Planned Upgrades 3.4.5.1 J-124-Gas Compressors Replacement OCSD is developing a scope for replacing the existing gas compressors,dryers,and the flares. Low-pressure flares connecting to upstream of gas compressors will replace the existing high- pressure flares connecting to downstream of gas compressors. 369 pw/��IY10339�Ms k2017b .,PY ,*,3IXSDFAR N17-PbnW &x. 10PI M..1 3.4.6 Criticality Table The following information was taken from the Revised Criticality Table (2012)from the original 2007 Energy Master Plan.Equipment in this process area genera falls into the categories listed below,including the main process equipment and any supporting equipment. • Process Control:instrumentation,communications equipment,EOC,Ops Control Center, SCADA,Air compressors,power supply transformers and panels assumed to power instrumentation,SCADA,and communications equipment. • Cengen: digester gas compressors. • Sump Pumps • Sludge Storage:dewatering units,digesters,solids handling pumps and conveyors,and truck loading. • Biosohds Quality: recirculation pumps,mixing pumps, grinders, and DAF equipment. • Area Classification:ventilation Fans in areas classified as either"hazardous" or"explosive." • Odor Control: scrubber equipment,supply and exhaust fans,and chemical facilities. • Administration/Maintenance:non-critical process lighting and HVAC,security,and lights. The main criticality categories affected by equipment in this process area are explained below: • Cengen-The gas compressors provide a fuel source for the Cengen engines. Assuming that natural gas fuel was available,the loss of the gas compressors would not be critical to Cengen. • Air Quality Compliance-This category was not included in the 2005 Energy Master Plan Criticality Tables but is a new issue due to pending AQMD Title V requirements. Unburned digester gas can be vented when the gas compressors are off-line. • Biosolids Quality-Sludge mixing equipment(Grinders and sludge mixing pumps),and hot water system equipment (the boiler and water pumps) are needed to keep digesting sludge from stratifying. • Sludge Storage-Solids handling equipment in the dewatering and truck loading facilities is needed to keep digested solids moving throughout system and to use the full storage capacity of the storage and truck loading facilities. pvl w6vLbcwrctii/CkoVCAYx DIW39POQ Mmb1ea201]hhsmPle� 306DR,T 2017-Pbmib.LA 365 3.O PIPNCTA.1 3.5 Side Stream Nimagement 3.5.1 Overview This section discusses the management of plant side streams.At Plant No. 1,various waste streams are routed back into the treatment process at various locations.The quantity and characteristics of these streams must be accounted for to understand their impact on the treatment process. Side stream sources are as follows: • Process flows. • Building drains from sumps and equipment. • Process basin drains. • Surface and stormwater drainage to catch basins. Side streams vary in frequency (continuous,intermittent,or occasional),in quantity,and in composition.Understanding side streams is important for sizing the facilities that convey the flows,and for determining the process impacts related to their quantity and quality.Side streams may also have regulatory or reporting impacts. The side stream flows identified in this section will be reviewed and updated during OCSD's Stormwater Master Plan(Project No. PS16-01),scheduled for completion in 2018.Waste Side Stream Pump Station(WSSPS) capacities will also be reviewed and updated under this effort. 3.5.1.1 Sidestream Sources Plant No. 1 major side streams are shown on Exhibit 3-12. Plant No.1 side stream sources are listed and described in Table 3-38 at the end of this section. 3.5.1.1.2 Centrate Pump Station Project P1-101 is currently constructing the new Centrate Pump Station. Centrate from the thickening and dewatering centrifuges will be conveyed to the centrate wet well.From there, centrate will be pumped to a common header and conveyed to either the Plant No.1 Trickling Filters to Aeration Basins 11-16 or to the Plant No.2 Metering and Diversion structure via a new 18-inch centrate pipeline. Normal operation will involve sending the centrate to the Metering and Diversion structure for diversion to Plant No. 2. Centrate will be treated separately from flows that conveyed to the GWRS facility. This is done to minimize operational impacts on GWRS and to limit additional constituents of emerging concern in the secondary effluent treated at GWRS. 3.5.1.1.3 Filtrate Pump Station The Filtrate Pump Station (FPS),located immediately west of Dewatering Building"M;' conveys belt filter press filtrate to Plant No.2 via the Interplant Diversion pipeline.This diversion was implemented to avoid sending the cationic polymer in the filtrate to GWRS/GAP.Polymer increases operational costs for GWRS/GAP in terms of membrane fouling and costs to remove n-nitrosodimethylamine (NDMA).The Filtrate Pump Station will be demolished once Project P1-101 is complete. 366 IXSDFW N19-PbnW LE . 10PI M..1 3.5.2 Operational Philosophy As side streams are generated,they are conveyed from their source point to their destination by gravity,minor pumping facilities,or larger facilities like the WSSPSs. 3.5.3 Current Performance Using all three pumps at the WSSPS-1 is required during times of elevated flows, specifically during large storm events,leaving no standby pumps.This exceeds the reliability criteria for standby pumping. The capacity and reliability of the WSSPS-1 and WSSPS-2 facilities will be evaluated and addressed during the upcoming stormwater Master Plan effort,scheduled for completion in 2018. 3.5.3.1 Plant No. 1 Side Streams Side stream tables will be reviewed and updated,as required,under the stormwater master planning effort. pvl w6vLbcwrctii/CkoVCAYICSD'10339POQ Mmb1ea201]hhsmPle� 3IXSDF 2017-Pbmi ,LA W J.O PIPNCTA.1 TABLE 3-38 PlantM. 1 Side StreaDa P-1 P-2 Sour Ref Name To Frequency Comment Minimum Maximu Average Basis ce (gpm) an(gpm) (gpm) X 1999 2 OCWD WSSPS 4/day 0 4,000 4,000 4,000 gpm for SP Green Acres 15 min,4/day backwash (BW) X 1999 3 OCWD N/A N/A NIA(use 0 0 0 SP microfltratio GWRS data) n X 1999 4 PCs 6-15 WSSPS Periodic N/A(use MH 150 750 600 10 basins SP basins(P1- notes) 33 primary modified by basin) P1-37 X 1999 5 PCs 6-15 WSSPS Continuous Modified by 0 10 5 10 basins SP phys/chem P7-37 (PI-33 phys/chem) X 1999 6 O8M control WSSPS Continuous Sanitary 25 150 30 Personnel work SP center bldg sewer shift X 1999 7 PCs 3-5 WSSPS 1/month Modified by 0 2,870 1,915 3 basins @ SP basin P7-37 1.377 mgd/each drainline X 1999 8 Primary foul WSSPS Continuous 0 40 20 SP air scrubbers 5, 6,7,8 x x 1999 9 Belt filter P7 WSSPS, Continuous See Note 1 0 1,920 1,920 8 BFP @ 250 gpm SP press Plant each x 1999 10 Blower bldg WSSPS Continuous 0 300 150 SP drain x 1999 11 Yard drains WA N/A N/A(use 0 0 0 SP around SWMP data) solids bldg 369 pw//CemN' wm�re/CtiemMNOLSIV10339/ONRlherebks201]69s¢rPYNOup2r3IXSDFTR NIL]-PYmTb.l dirx 3.OPI M..1 TABLE 3-38 PlantM. 1 Side Streams P-1 P-2 Sour Ref Name To Frequency Comment Minimum MaMmu Average Basis ce (gPm) m(gPm) (gPm) x 1999 12 Solids bldg WSSPS Periodic From sumps 0 750 250 Flow occurs when SP drains sumps full x 1999 13 AS 1 basin WSSPS Periodic 1. see P1-82 0 9,720 970 10 basins @ 1.4 SP drains modifcatio mgd each ns Draining one basin 2. 1999 SP basis of 10 basins was in error x 1999 14 AS 1 clarifier WSSPS Periodic See P1-82 315 4,375 315 14 clarifiers @ SP drains modifications 0.45 each Draining one basin x 1999 15 AS 1 scum WSSPS Continuous See P7-82 150 350 250 SP skimmers modifications x 1999 16 DAF WSSPS Periodic Error in 1999 0 160 55 3 DAF @ 75,400 SP thickener SP basis 3 gpd each drains DAF units Draining one basin (there are 6) x 1999 17a Digester WSSPS Periodic Cleaning 0 200 0 SP cleaning beds were beds replaced in 2007 x 1999 17b- Surface N/A N/A N/A(use 0 0 0 SP 20 drains SWMP data) x 1999 21- Future N/A N/A N/A(use 0 0 0 SP 22 other data) x MH 3a PCs 6-31 WSSPS Periodic Note 3 basin drains x MH 3a PCs 6-15 PCs 16-31 Continuous Note 3 basin thin East,WSSPS sludge pvl m6Mlmwrcm/CkoVCAYICSD'10339POQM1l mbk M17h§ PIe� 30 DM2017-Pbmi ,1. rc 369 J.O PIPNCTA.1 TABLE 3-38 Plant No. 1 Side Stieans P-1 P-2 Sour Ref Name To Frequency Comment Minimum MaAmu Average Basis ce (gpm) m(gPm) (gPm) x MH 3a PCs 16-31 PCs 16-31 Continuous Note 3 west basin East,WSSPS thin sludge x MH 3b PCs 6-31 WSSPS Continuous scum decant x MH 3c PCs 6-31 WSSPS Periodic sump pumps x MH 4a Trickling WSSPS,PCs Continuous filter sludge 16-31 East x MH 5 DAF PEPS to AS-1 underfiows AS-2 basin MH 6 drains WSSPS-2 MH 7 Centrifuge To be P2 or AS-2 B thickeners determined by side centrate P1-101 MH 9 Digester N/A N/A Surface 0 0 0 area drains drains will be (delete) per SWMP GWR 3 GWRS WSSPS Periodic Minor Bow 0 0 screen fac sump waste x GWR 11 GWRS MF PCs 6-31 Continuous Can go to P1 6,846 6,846 backwash PISB or P2 waste (BWW) GWR 20 GWRSRO PEDB/outfall Continuous 12,153 8,576 concentrate (ROC) GWR 21 GWRSRO PEDB/outfall Periodic 1RO unit per 3,000 3,000 Flush day 3-]0 IX DF NIL]-PYmW Ld . 3.OPLMIrM..1 TA131E 3-38 P1antNo. 1 Side SheaDe P-1 P-2 I Sour Ref Frequency Name To Frequen Comment Minimum Maximu Average Basis ee (gpm) m(gpm) (gpm) SWMP PI-A Sub-basinA Influent Rain 0 2,778 2,778 Runoffarea (metering metering 12.6 ac=4 mgd and diversion) SWMP P1-B Sub-basinB Headworks Rain 0 2,083 2,083 Runoff area 7.4 ac (headworks) =3 mgd SWMP Pi-C Sub-basin C Trickling filter Rain To TF recycle 0 556 556 Runoff area 2.0 (trickling pump station ac=0.8 mgd filters) SWMP P1-D Sub-basinD WSSPS Rain 0 13,819 13,819 Runoff area (west side, 48.8 ac= 19.9 south of mgd Street) SWMP P1-E Sub-basinE AS-1 Rain 0 2,153 2,153 Runoffarea 8.7 (AS-1, ac=3.1 mgd DAFs) Sources: DH-August 21,2008 email from Dave Heinz,Division 820 Operations Manager. GWR-Groundwater Replenishment System Joint Standard Operating Procedures (SOPs). P2-66 T1 -P2-66 Existing Recycle and Drain Line Rerouting,October 2002,Table 1. P2-66 T2-P2-66 Existing Recycle and Drain Line Rerouting,October 2002,Table 2. SWMP-J-67 Peak Flow Management Stormwater Master Plan,June 2005. Notes: 1. Currently, 1.7 mgd is pumped to Plant No.2 via the Interplant Diversion line by the P1-76 Filtrate Pump Station,with the remainder going to Plant No. 1 WSSPS. Project Pi-101A will remove flow restrictions in the pipeline to increase the flow rate,which will allow all flow to be sent to Plant No.2 via the Interplant Diversion. (GC per September 17, 2008 meeting with MIA). 2. Sludge-drying beds were modified agar 1999 Strategic Plan. Source considers to be"continuous"only when in use. 3. The design of Project P1-37(PCs 6-15 expansion to PCs 6-31)intended to eliminate the need for PCs 3-5 to function as primary sludge-thickening basins for PCs 6-15. However, PCs 3-5 could continue in that function. General Note:Side stream tables will be reviewed and updated,as required, under the stormwater master planning effort. qvl/Qm6Ml+cwrcm/CkoVCAYICSD'10339POQM1lti,erebka201]h§s¢rPIeNQ�eptt3 IXSDFM 2017-Pbmi ,1. rc 3-7I 3.O PIPNCTA.1 3.5.4 Design Criteria 3.5.4.1 General Plant No. 1 has two WSSPSs:WSSPS-1 located north of PC-6 and WSSPS-2 located south of Aeration Basin-11.Side streams flow by gravity to the WSSPSs and are pumped back into the process. The Centrate Pump Station at Plant No. 1 pumps to the 78-inch interplant diversion line to Plant No.2 to avoid GWRS/GAP operational problems with emulsion polymer in the centrate. 3.5.4.1.2 WSSPS-1 The WSSPS-1 is the most significant side stream pumping facility at Plant No. 1.Most side streams occurring at Plant No. 1 flow to this facility. The station receives continuous and intermittent flows from a variety of sources.Under normal operation,this station discharges to the PCs 6-31 splitter box (Primary Influent Sphtter Box, PISB). The WSSPS-1 can route flow to either PCs 1-5 or PCs 6-31.An overflow is also available to bypass flows to Plant No. 2 through the 78-inch interplant diversion pipeline. Flows to PCs 1-5 are routed from the 24-inch WSSPS-1 discharge pipe to a 16-inch pipe running easterly along North Perimeter Road and southerly around PC 4 to the PC 1-5 Distribution Box. A 10-inch pipeline is also available,joining the 24-inch discharge,which is blind flanged at the sludge and scum pump station for PCs 3 and 4. WSSPS-1 flows to PCs 6-31 are routed southerly from the 24-inch discharge header to the PISB at the north end of PCs 6-31. The WSSPS-1 typically conveys the following flows: • Drainage from Primary Clarifiers 6-31 and Trickling Filter Clarifiers. • Primary sludge (if routing primary sludge from PCs 6-31 to PCs 1-5 [via the PC 1-5 distribution box] for thickening). • Trickling filter sludge. • Scum decant. • OCWD return streams (GAP backwash,GWRS screenings). • Scum from the activated sludge secondary clarifiers. • Clarifier drainage. • Surface drainage. • Drainage to the plant sewer system. The WSSPS-1 includes the major components listed in Table 3-39. 3-R IXSDFW N 17-PYmW Ld . 10PI M..1 TABLE 3-39 Plant No. 1 ASSPS—NilrorComponents Parameter Value Project P1-33 Year Installed 1989 Pump Capacity 3 pumps(2 duty, 1 standby)3,500 gpm(5.04 mgd)each @ 58 feet TDH Pump Type Vertical,dry pit, nonclog Pump hp 60-hp variable speed drives Station Capacity Firm Capacity=2 x 3,500 gpm=7,000 gpm(10.1 mgd) Discharges to PCs 6-31 splitter box(primary discharge) PCs 1-5(alternate) Source: P1-33 specifications(modified). 3.5.4.1.3 MSPS-2 The WSSPS-2 was constructed in 2012 under Job No. P1-102. The station receives continuous and intermittent flows from a variety of sources.Under normal operation,this station discharges to the Primary Effluent Drop Box (PEDB). The WSSPS-2 typically conveys the following flows: • Secondary clarifier drainage(Nos.27,29,31-34). • Secondary clarifier sump pumps (Nos.27,29,31-34). • Blower building basement sump pumps. • Aeration basin sump pumps (Tunnels 30 and 31). • Aeration basin drains(Nos. 11-16). • Storm/surface/catch basin drainage. The major components for WSSPS-2 are listed in Table 340. TABLE 3-40 Plant No. 1 ASSPS-2—NbiorComponents Parameter Value Project P1-102 Year Installed 2012 Pump Capacity 2 pumps, 1,900 gpm(2.74 mgd)each @ 50 feet TDH Pump Type Submersible,end suction,centrifugal Pump hp 60 hp Discharges to Primary effluent drop box Source: P1-102 conformed plans. qvl/Qm6Ml+cwrc�/CkoVCAYICSD'10339POQM1lti�erebka201]h§s¢rPIeNQ�eptt306DPM1P i01]-P6mib.l.Grce 3-73 3.O PIPNCTA.1 3.5.5 Planned Upgrades 3.5.5.1 X-006 Waste Side Stream Pump Station 1 Upgrade Project X-006 will rehabilitate the existing Waste Side Stream Pump Station 1 and increase capacity and redundancy to ensure reliable conveyance of peak flows.Capacity and redundancy considerations will be supplemented by Project PS16-01 Stormwater Master Plan. 3.6 Effluent Disinfection 3.6.1 Overview During the summer of 1999,stretches of Orange County beaches were closed due to elevated levels of fecal indicator bacteria. In response,OCSD and numerous other organizations conducted extensive studies to determine the sources of this contamination. The studies found several potential sources,including birds,Talbert Marsh and Santa Ana River discharge,and groundwater contamination.A hunk line near the coast and the effluent plume discharging from OCSD's five-mile outfall were also investigated,but were not identified as contributing sources of bacterial contamination.To be proactive and protect public health,OCSD began disinfecting its final effluent at both treatment plants in 2002,using chlorine as a temporary measure to eliminate any uncertainty. In 2006,OCSD observed degradation of marine life near the ocean outfall. Staff conducted 10 individual studies targeting potential causes for these observed effects.Results showed that OCSD's use of chlorine for ocean outfall disinfection correlated highly with the observed effects and was therefore the likely cause of declining biological communities near the outfall. In addition,staff performed a historical analysis using the most recent 14 years of bacterial data from beaches monitored by OCSD to assess whether public health protection had improved since disinfecting its ocean discharge. The results from this assessment showed that disinfecting OCSD wastewater at a cost of$4.18 million dollars over the 14-year period had no measurable public health benefit. Bacteria concentrations did not change significantly,either temporally or spatially,at Orange County beaches. A 2008 review of OCSD's disinfection practices by a nine-member independent panel of experts organized by the National Water Research Institute recommended reevaluating the need for disinfection once full secondary treatment was achieved.With full secondary treatment in place,these studies indicated that no public health benefit has been gained.There were negative impacts to the biological community near OCSD's ocean outfall,and progressing with disinfection would cost OCSD ratepayers approximately$500,000 annually. Since 2012,with full secondary treatment in place,OCSD no longer discharges disinfected primary effluent to the ocean,except under emergency conditions. On March 17,2015,OCSD received approval from the USEPA and Santa Ana RWQCB to stop disinfection of secondary effluent prior to discharge.Subsequently,since March 2015,OCSD no longer disinfects secondary effluent prior to discharging to the ocean.Disinfection(and dechlorination)is needed only if the one-mile short outfall is used under emergency conditions. 3-74 IXSDu,T N 17-PYmW Ld . 3.OPIMTNO..I These effluent disinfection operational changes will be addressed in OCSUs revised NPDES Permit(CA0110604),for which the application has been submitted. The following paragraphs describe the effluent disinfection process under emergency conditions. The process adds sodium hypochlorite(bleach,or NaOCI) to the wastewater to destroy fecal coliform and other disease-carrying microorganisms,and then adds sodium bisulfite(NaH.SO3) to dechlorinate the wastewater and eliminate the impact of sodium hypochlorite in the ocean. Sodium hypochlorite and other disinfectants are also added to the treatment process for other purposes,including the disinfection of plant water,foam control,and odor control.These topics are discussed in other sections. The chlorination and dechlorination systems are automated. Chlorine residual is monitored at select points along the treatment train.The systems are considered essential facilities for emergency use and must be maintained to allow for operation at any time. 3.6.1.1 Feed Points 3.6.1.1.1 Bleach Feed Points Plant No. 1 effluent disinfection bleach feed points are shown on Exhibit 3-13 and listed in Table 3-41. TABtE341 Plan0b. 1 Bleach Feed Points Feed Point Effluent Scums Status 1 Primary Effluent Distribution Box(PEDB) Primary PC No.6-31 Existing 2 Secondary Effluent Junction Box 1 (SEJB 1) Secondary AS Plant No. 1 East Existing Basins 3 Secondary Effluent Junction Box 2(SEJB 2) Secondary AS Plant No. 1 Existing West Basins 4 Trickling Filter Effluent Junction Box 1 Secondary Trickling filter Existing (TFEJB1) 5 1 Secondary Effluent Junction Box 7(SEJB 7) Secondary AS Plant No.2 Existing PC—Primary Clarifiers AS—Activated Sludge Feed Point 1 (PEDB) disinfects primary effluent from Primary Clarifiers (PC) 6-31. Because OCSD no longer discharges primary effluent to the ocean except under emergency circumstances,this feed point will not be routinely used but should be maintained for emergency use. Additionally, since OCSD no longer disinfects secondary effluent that goes to the ocean,secondary effluent will not be routinely discharged at Feed Points 2-5. pvl m6Mlmwrc�oVCAYx DIW39POQM1l mbkM17h§ PIe� 30 DM2017-Pbmib.LA 3-75 3.O PIPNCTA.1 3.6.1.2 Equipment 3.6.1.2.1 Bleach Station The Plant No. 1 Bleach Station is located along the east perimeter road,at the southeast corner of Activated Sludge (AS)Plant No. 1 by the Plant Water and Return Activated Sludge (RAS) Bleach Station. It has three storage tanks and four chemical feed pumps and a containment wall that separates the tank and pump containment areas. Control panels and electrical equipment are located outside the pump containment area.The containment area and the panels are covered with a sunshade. Modifications to the Plant No. 1 Bleach Station were recently constructed under Project No.Pl- 101. These modifications included constructing a new bleach tank(same size as the two existing tanks)and relocating the dosing pumps that serve effluent disinfection operations. Table 342 summarizes the Bleach Station equipment at Plant No. 1. TABLE 3-42 Plant No. l Beach Station Equipment Somme Item Units Type Bleach Tanks(12 ft. Dia.) 3 18,600 gallon glass/resin FRP 17GTNK101, 17GTNK102, 17GTNK260 Tanks Filling System Connection 1 each 3-inch fill pipe w/a 2-inch fill Overflow Protections 1 each 4-inch pipe to adjacent tank System Overflow Protection 1 Overflow pipe to sump Dosing Pumps 4 1 to 42 gpm VFD peristaltic hose type40 rpm (max. 120 rpm) Tank Level Sensor 1 each Ultrasonic level sensor Chemical Meters 1 Magnetic type Chlorine Residual Analyzer 1 Micno-2000(located at Plant No.2 Effluent Junction Box) Piping System NA CPVC Storage Tanks The Bleach Station includes three 18,600-gallon fiberglass reinforced plastic(FRP)storage tanks, which are insulated to protect the bleach from temperature and UV degradation.Temperature gauges are located on each tank near its base.All surfaces are coated with a glass/resin composition that protects the tanks from UV degradation. Each tank has a 3-inch fill pipe with a 2-inch connection and an ultrasonic level sensor and tank level indicator at the filling connection.If overfilled, the 4-inch overflow transfer pipe conveys excess flow to the adjacent storage tank.As an additional precaution,a flinch overflow pipe located just above the overflow transfer pipe will drain excess bleach to the containment area floor,which drains to a chemical sump. 3-76 pw//a'Am�DTW39/ONRIAcrebk,aOP .,PYNOu ,3IXSDc&N117-PYmWL x 1OPMNTM..1 An FRP caged ladder and handrails on the top perimeter provides access to the top of the tank. A 36-inch diameter hinged manway and a 4-inch goose-neck vent are located on top of each tank. Each tank has a 4-inch pump suction nozzle,a 4-inch tank drain,and various spare nozzles.The suction piping valves have powered operators for local or remote operation. Tank Level Sensors Each tank has a Milltronics HydroRanger ultrasonic type level sensor and level transmitter.A level indicator is located at each fill connection for fill monitoring. Feed Pumps The effluent disinfection system includes four Watson-Marlow Model SPX-40 peristaltic hose bleach feed pumps that can each operate between 2 and 120 rpm(1 to 42 gpm).Pumps are driven by 3-hp VFDs with turndown gearing.The pumps can operate intermittently above 75 rpm,with 40 rpm recommended for continuous operation.All pumps can draw from any chemical storage tank and can feed multiple points. The pump control panels are located along the pump containment wall near each pump.Two panels (Panel 14 and 14A) are provided for reliability and operational flexibility.Power Panel 14 controls the pumps dedicated to effluent disinfection and GWRS,while lighting panel 14A controls the pumps for chemical scrubbers. Chemical Flowmeter One Sparling TIGERMAG magnetic Fowmeter(17GFE151)measures the feed rate to all bleach feed points.Under normal operation,bleach is fed to only one feed point at a time. Chlorine Residual Analyzers The Bleach Station operates in conjunction with two chlorine residual analyzers (17GAIT162 and 27GAIT177)located at the Effluent Junction Box (EJB)along the Santa Ana River just south of the plant and at the 120-inch pipeline discharge point at the Ocean Outfall Booster Station (GOBS) located at Plant No.2. Each chlorine analyzer system includes a chlorine residual analyzer,sample pump,and automatic cleaning system.The chlorine residual analyzers are Wallace and Tiernan model Micro-2000. Chemical Piping Suction and discharge piping is chlorinated poly vinyl chloride (CPVC).In general,the discharge pipelines within the plant tunnels are located away from the main traffic corridor and along the walls of the tunnels to avoid chemical exposure to workers. Additional pipe shielding is provided where the pipelines have increased exposure. Discharge piping within the tunnels has air release valves at all high points to remove air pocket flow constrictions. 3.6.2 Operational Philosophy 3.6.2.1 General Description Since OCSD no longer conducts effluent disinfection except under emergency conditions,its NPDES Permit(CA0110604) is being revised to reflect this new operational requirement. This qJCa.6Mlmwrc�oVCAYICDIW39POQM1lti,erebka201]h .PIe� 306DFW 2017-Pb.i ,1. rc 3-7 J.O PIPNCTA.1 section describes the operational philosophy for effluent disinfection under emergency conditions,or as otherwise required to meet specific plant operational needs. If emergency conditions arise and the existing short outfall is used,all wastewater sent to the ocean will be disinfected prior to disposal.Total coliform,fecal coliform, and enterococci bacteria will be monitored,based on 30-day geometric mean value,for compliance with the AB 411 standards for beach sanitation. The maximum values for compliance are as follows: • Total Coliform Bacteria<MPN 1,000/100 mL after initial dilution(180:1). • Fecal Coliform<200 MPN/100 mL after initial dilution(180:1). • Enterococcus<35 MPN/100 mL after initial dilution(180:1). Sodium hypochlorite is added to the wastewater to destroy fecal coliform and other disease- carrying microorganisms,and then sodium bisulfate is added to dechlor]nate the wastewater and eliminate the impact of sodium hypochlorite in the ocean. The acceptable chlorine residuals for ocean discharge are listed in Table 3-43. TABlE343 Total Chlorine Residual-Effluent formations Units 30-day Average 7-day Average Maximum at any time mg/I 0.36 1.45 10.86 Ibs/day 834 3,361 25,179 Source: California Regional Water Quality Control Board Santa Ana Region and U.S.EPA Region IX,ORDER NO.R8-2004-0062,NPDES NO. CA0110604,Ocean Plant Table B Effluent Limitations for Protection of Marine Aquatic Life. Note:OCSD stopped disinfection of secondary effluent during normal operations in March 2015. Currently effluent disinfection only occurs during emergency conditions. (Pending NPDES permit 2017) While the NPDES standards apply to the bacteria]levels in the ocean,the operational philosophy is to maintain the level in the plant corresponding to the target level in the ocean. This correlation was developed through an extensive testing effort. 3.6.2.2 Bleach Facilities The effectiveness of a disinfection system using bleach depends on the quality characteristics of the liquid being treated,the dosage,mixing,and the contact time.For the disinfection system at Plant No. 1,bleach can be fed to primary effluent and the secondary effluent streams.Higher dosing rates are required for the lower quality wastewater. Also affecting which dosage and contact time to use is the mixing level. Generally,the higher the level of mixing,the less contact time is needed. The feed points for the disinfection systems at Plant No.1 have adequate mixing due to downstream weirs,junction boxes,and other features which create turbulence. The bleach facilities typically feed 12.5 percent sodium hypochlorite.The bleach pumps can be operated in one of three modes: constant speed,constant feed rate,or constant dosage in the wastewater.The normal operation is to provide a constant dosage in the wastewater.This mode,called"cascade' or"flow paced," matches the desired dosage to the wastewater flow rate. 3-79 IXSDFTR NII]-PY WL�n IOPI M..1 Multiple feed points are provided for operational flexibility.However,under normal operation, only one feed point is active at a time.The feed system cannot control the amount of chemical fed at multiple feed points.The residual analyzer sensors alarm at low(1 mg/L)and high(5 mg/L)chlorine levels and do not affect dosage trimming or pump control. The suction valves on the chemical tanks may be operated locally or remotely.Normally,only one tank will be open at any one time.The levels in the tanks will generate alarms at various level settings. 3.6.2.3 Sodium Bisulfite Facilities The sodium bisulffte facilities provide for dechlorination of disinfected effluent before discharge through OCSD's ocean outfall system.The operational goal of the dechlorination system is to remove the chlorine residual resulting from the disinfection process.The Plant No.2 Sodium Bisulfite Station provides the storage and feed facilities to dechlorinate disinfected effluent from both Plant No.1 and Plant No. 2. Sodium bisulfite is commonly used in the wastewater industry to reduce or remove the chlorine residual resulting from the chlorination process.The reaction between the sodium bisulfite and chlorine is instantaneous;however,contact must occur for the reaction to take place. As such, good mixing is essential for dechlormation to occur. Dechlorination of Plant No.1 and Plant No.2 chlorinated effluent is accomplished at the Plant No. 2 OOBS and Effluent Pump Station Annex(EPSA).Sodium bisulfite is fed into the OOBS wet well and EPSA primary wet well,where effluent from Plant No. 1 and Plant No. 2 comingles.The OOBS and EPSA pumps,which pump treated effluent to the ocean outfall, provide the necessary mixing. The Sodium Bisulfite Facility typically feeds 25 percent sodium bisulfite. 3.6.3 Current Performance As described in the overview,OCSD no longer conducts effluent disinfection except under emergency conditions. 3.6.3.1 Projected Chemical Use Effluent disinfection ceased in March 2015 and will be required only under emergency conditions. As such,the projected chemical use for Plant No.1 effluent disinfection operations is zero.However,FY 09/10 sodium hypochlorite usage at Plant No. 1 for effluent disinfection operations averaged approximately 56,600 gallons per month according to TPOD data collected by OCSD.Thus,OCSD operations staff should maintain a sufficient quantity of chemical on site for routine plant water disinfection operations and for emergency effluent disinfection. The following assumptions were also considered in these projections: • No disinfection of GWRS brine discharges will be needed. • No disinfection will be needed for secondary effluent sent to GWRS or the outfall. • No disinfection will be needed for primary effluent. qvl/Qm6Ml+cwrc�/CkoVCAYICS�'10339POQM1lti,erebka201]h§s¢rPIeNQ�epttJ OSDM 2017-Pb.i ,LA 3-N 3.O PIPNCTA.1 3.6.4 Design Criteria 3.6.4.1 Bleach Station Design criteria for the current Bleach Station at Plant No.1 are included in Table 344. TABLE 3-44 Plant hb. l Bleach Station Design Criteria Delivery Form 12.5%Sodium Hypochlorite, Bulk Delivery Feed Requirements Min Average Max Flow,mgd 87 128 166 Dosage, mg/L 5 6 8 Feed rate @ Average Dosage,gpm 2.9 4.3 5.5 Storage Tanks Storage(Days) 5 to 6 Chemical Pumps Design Capacity,gpm 1-10 Head, PSI 72 Flowmeters Type Magnetic Chlorine Residual Analyzers Range,mg/L 0-5 Source: OCSD.2004.Short Term Ocean Outfall Bacteria Reduction Project. Job No.J-87.Operations&Maintenance Manual.June. 3.6.5 Planned Upgrades Once Project No.P1-101 is completed,which includes modifications to the existing Bleach Station to include a new tank and relocating the existing bleach pumps,no additional planned upgrades are anticipated for these facilities. 3&1 IXSDFTR N19-PbnW LE . 10PI M..1 3.7 Odor Control 3.7.1 Overview Odor control in the plants consists primarily of chemical additions at off-site locations in the collections system to prevent odorants from forming in the incoming sewer pipes. Odor control also consists of covering odor-causing plant processes,providing appropriate negative pressures, and conveying the foul to various air scrubbing facilities. Both plants can add hydrogen peroxide to the influent for odor control as well. 3.7.2 Treatment Plant Odor Control Facilities Treatment Plant Odor control facilities are summarized in Tables 345. Also see Exhibit 3.20. TABLE 3-05 F.Asting and Planned OdorConbnl Faces at Plant xb. 1 Name Status Area Served Features/Description Trunk Line Bioscrubbers Future-under Plant Influent 2 roughing lava rock 15-sec. bioscrubbers (9, 10) construction (19,000 cfm each) (P7-123) Headworks Scrubbers Existing Headworks 4 chemical(bleach-caustic)scrubbers, (1,2,3,4)Foul Air/ 24,000 cfm each Chemical Handling Facility Headworks Odor Future Headworks 7lava rock 30-sec. bioscrubbers(18,800 Control (Pt-105) cfm each),4 double-bed activated carbon scrubbers(32,950 cfm each) Waslehauler Odor Existing Wastehauler/ l bioflter(300 cfm) Control FOG Station Wastehauler Odor Future Wastehauler/ TBD Control (PS15-09) FOG Station Primary Scrubbers(5,6, Existing Primary Clarifiers 4 chemical scrubbers(bleach-only 26,670 7,8)Foul Air/Chemical cfm-low/40,000 cfm-high each) Handling Facility Primary and Trickling Future Primary Clarifiers Replace odor control facilities to Filters Odor Control (P7-126) and Trickling accommodate primary clarifiers and Filters 1 and 2 trickling filters.Estimated start July 2017. Diffused Air Flotation Existing DAFTs 1,2,3 2 chemical scrubbers(bleach-only 25,000 Thickeners cfm each Truck Loading/ Existing Buildings M&C 3 chemical scrubbers(bleach-only 37,375 Dewatering Foul Air/ cfm each) Chemical Handling Facility Truck Loading, Existing New Centrifuge 3 chemical scrubbers,3 bioscrubbers, 3 Thickening,and (Pt-101) Facility and activated carbon(10,000 dm each) Dewatering Odor Improved Truck Control Loading ,, lXvm6Dm�DIW39POQM1l mbka201]h§ PIe� 30CSDM 2017-P6mi ,1.d MI 3.O PIPNCTA.1 3.7.3 Plants Odor Complaint Response In spite of OCSD odor control efforts,OCSD still receives complaints from the public in neighborhoods surrounding the plants.Staff investigates each complaint and the possible source of the odor. In PY 16-17,11 odor complaints were submitted for locations around Plant No. 1. OCSD has always strived to be a good neighbor to the surrounding communities.As a result,it developed a 5-year Strategic Plan in 2015 that calls for zero odor incidents and events under normal operating conditions at both Plant No.1 and Plant No.2.OCSD initiated Project No.SP- 166, the OCMP,to analyze odor data from the plants,determine which odorants actually cause odor complaints, assess the level of nuisance for those odorants,nm air dispersion models to determine the extent of odorous impacts,and analyze foul air scrubbing technologies and appropriate combinations of technologies to mitigate odor impacts in the vicinity of Plant No.1 and No.2. The OCMP was completed in two phases:Phase I focused on determining the odorants present and their level of nuisance at all key source locations,and Phase 11 focused on air dispersion modeling,technology evaluation,and mitigation measures. The OCMP successfully addressed nuisance odors at both Plant No. 1 and Plant No. 2 from a unique and more comprehensive perspective than traditional efforts that historically focused on I-I2S or D/T alone.As a result,nine of the"most detectable' odorants were identified throughout the plant facilities.Although not all nine odorants are present at all locations,they exist at different proportions, giving the various odors characteristic to each plant process area. See Table 3 46. TAB E3-46 Odorants Identified perPlant Process Area,theirCharactensbcs,and Mrisance Lewis Odor Threshold Max.Fence Line Concentration' Concentration- Odorant How it Smells Like (ppb) (ppb) Methyl Mercaptan(MM) Rotten Vegetables 0.077 0.22 Hydrogen Sulfide(H2S) Rotten Eggs 0.51 1.3 Dimethyl Disulfide(DMDS) Rotten Garlic 0.22 0.77 Dimethyl Sulfide(DMS) Canned Com 3.0 7.9 Ammonia(AMM) Pungent 1,000 4,900 2-Methyl Isoborneol(MIS) Musty 0.02 0.06 2-Isopropyl-3-Mothoxypyrizine(IPMP) Moldy 0.004 0.035 Skatole(SKA) Fecal 0.018 0.037 Indole(IND) Feral 0.5 1.1 The concentration at which 50%of the assessors in an odor panel detect the odor. "The maximum concentration at the fence line below nuisance levels. OCSD completed au dispersion modeling of identified odorants as part of the OCMP,which determined the target odorants and their removal goals at various odorous plant process areas at both plants.The odor modeling results have also identified processes in open air that may require enclosures to meet the level of service goal set by the Board.These serve as a tool to 340 OSDF NII]-PlaaW Ld . 3.0PIMrM..I better understand the generation of odors from various processes and to reduce odors through process optimization and capital improvement design projects. The OCMP has shown that the efficiency of the original chemical scrubbers,even when operated at different modes,does not reduce odor impacts enough to meet OCSD's good neighbor.The original chemical scrubbers target mainly hydrogen sulfide,and a number of other odorants cause odors that need to be abated from the foul air,as shown in Table 3-47. The OCMP evaluated odor treatment technologies based on the following three mitigation levels: a) Mitigation Level 1 -Existing System. b) Mitigation Level 2-Best single stage technology. c) Mitigation Level 3-Best multistage technology. All mitigation alternatives were selected to meet required off-site nuisance limits and to meet plant space limitations.Table 3-47 shows the location dilution factors, target odorants and their removal target,and the recommended odor treatment technologies for the three mitigation levels for each odorous process area. Note that since the odor sampling and the subsequent air dispersion modeling(based on the sampling results) were conducted,new odor control systems have been installed or are being designed/installed at both plants.Although the OCMP recommended technologies that will remove the identified odorants,additional sampling and air dispersion modeling will be needed while future odor control facilities me being designed. 3.8 Water Utility Systems 3.8.1 Overview 3.8.1.1 General Description This section covers the use of potable,reclaimed,and plant water for various purposes throughout Plant No.1.These systems comprise the potable,industrial,reclaimed,and plant water utility systems. 3.8.1.1.1 Systems Table 3-47 provides an overview of OCSD Plant No.1 water utility systems. TAB E 347 Water Utky Sys fens Type Common Names Contents Supplier Potable Water City water,domestic water,potable water Potable water Plant No. 1 -City of Fountain Valley; Industrial Industrial water Potable water that has Same as potable Water passed through a water system backHow prevention device pvl m6Mlmwrc�/CkoVCAYICSD'10339POQM1l mbk M17h§ PIe� 306DPM1P 2017-Pbmi ,1. rc 3A3 3.O PIPNCTA.1 TABLE347 Water Ufilitv Systems Type Common Names Contents Supplier Reclaimed Reclaimed water,Green Acres(GAP) Reclaimed water.Tertiary OCWD Water Project water, recycled water treated per Title 22 standards, purchased from OCWD Plant Water Plant water Secondary effluent OCSD secondary treatment process 3.8.1.1.2 Potable Water Potable water is purchased from the local water supplier. The City of Fountain Valley is the supplier for Plant No. 1.Water supply most pass through an air gap.This requirement provides backflow prevention that protects the supplier's system from potential contamination before pumps re-pressurize it for plant distribution.The location of the air gap for the Plant No.1 Domestic Water System is shown on Exhibit 3-14. 3.8.1.1.3 Industrial Water The term"industrial water'refers to water from the potable water system used in applications subject to potential contamination. This water passes through a backflow-prevention device to prevent it from contaminating the plant potable water system. 3.8.1.1.4 Reclaimed Water Reclaimed water is water that has been reclaimed from wastewater through the tertiary treatment process in accordance with the DHS Title 22 standards for recycled water.These standards are incorporated in CCR Title 22,Chapter 3-Division 4.Reclaimed water is supplied by OCWD at a connection to Plant No.1. The Plant No. 1 Reclaimed Water System is shown on Exhibit 3-15. 3.8.1.1.5 Plant Water Plant Water is water supply from the secondary effluent,which is disinfected and filtered through on-site coarse filters (strainers). It is the least expensive water and is used where higher quality water is not required.The Plant No. 1 Plant Water System is shown on Exhibit 13-16. 3.8.1.2 Water Uses Water system usage is summarized in Table 3-48. TABLE 348 WaterS nems by Usage Usage Potable Industrial Reclaimed Plant Water Potable uses(sink faucets,toilets) J Eyewashes,safety showers J Fire hydrants J Irrigation J(North of J NP Rd) Chemical dilution(Flushing) J 3A4 pw//�mlo'�wrc�/CtiemMNOLSn'10339PDQRMsrebba2017 b4surPYWOupmr3IXSDFAR 2019-PbnTb.l Ercx 10PI M.l TABLE 3-48 Woer Systemsb Lisa e Usage Potable Industrial Reclaimed Plant Water Boiler makeup water J Hot water loop J Polymer mixing J Pump seals J J Waste hauler dilution J Cengen cooling ) J Scrubbers J J Digester gas compressor cooling J Bell sprays(Belt filter presses)gone after Pi-101 J Scum sprays J Chemical mixing V Centrifuges Sources: P1-385 0&M Manual,City Water Pump Station Plant No. 1, 1999 OCSD, 1999a 3.8.1.3 Potable (and Industrial)Water System The City of Fountain Valley's 10-inch water main,located along Ellis Avenue at the northeast comer of Plant No.1,is the potable water source.The 10-inch water main discharges potable water to separate tanks in the City Water Pump Station that serve the potable and industrial water systems. Modulating control valves, set to maintain a constant level in the tanks,control the flow of water into the tanks. Several major design modifications were made to the plant's potable water distribution systems over the years.Potable water from the City (City Water)was brought into the plant in the early 1960s.In 1990,the City Water Pump Station was constructed,providing a separate source of potable water through an air-gap connection to the plant process areas. Two separate distribution systems were routed from the pump station,one for potable use (City Water/POTW) and the other for industrial use.The administration area remained on a separate system supplied directly from City meters. In 1995,the City Water Pump Station was modified.The City Water and industrial water distribution system were merged into a single system,with the City Water system serving as the distribution system and industrial uses fed from that system through backflow-prevention devices. Later, the meters that directly connected the administration area to the City potable system were removed,and the administration areas were fed from the City Water Pump Station.The major components of the City Water Pump Station are listed in Table 3-49. TABLE 349 Plant lJo. 1 Cr Iv Pump Station—Nb' Components Components Supply 10-inch pipe,typical pressure=60 to 70 psi ,, l/ mavnmwrcm/CkoVCAYIC DIW39POQM1l mbka201]h§ PIe� 3OSDM 2017-Pbmi ,1. rc M5 3.O PIPNCTA.1 TABLE349 Plantl`b. ] Water Station—ltj rents Components Air Break Tank No. 1 Fed by 3-inch Cla-val globe valve,3,000 gallons(17BTNK031) Air Break Tank No.2 Fed by 3-inch and 6-inch Cla-val globe valves,5,700 gallons(178TNK032) Pumps 2 pumps, 125 hp,variable speed, 1,890 gpm @ 201 feet TDH(17BPMP050, 17BPMP060) 3 pumps,30 hp,variable speed, 320 gpm @ 185 feet TDH(17BPMP080, 17BPMP100, 17BPMP) 2 pumps, 10 hp,fixed speed, 120 gpm @ 220 feet TDH(17BPMP, 17BPMP) Meter Meter Discharge pressure 65 to 80 psi typical Hydro pneumatic tank 1 tank,3,725 gallons(17BTNK070) Sources: 1999 Strategic Plan(OCSD, 1999b) 1999 P1-38-5 Operations&Maintenance Manual, Lee&Be(OCSD, 1999a) 2008 Potable Water Assessment at Plant No. 1, Dudek(OCSD,2008) 2008 CMMS data(09108/08 email from Rick Reeves CMMS group) 3.8.1.4 Reclaimed Water System OCWD supplies reclaimed water at a connection to Plant No. 1.A reclaimed water pipeline running along the Santa Ana River brings the reclaimed water supply from Plant No. 1 to Plant No.2.No major facilities are within the plant for this system. 3.8.1.5 Plant Water System Water for the Plant Water System consists of secondary effluent from the treatment process. Equipment in the Plant Water Pump Station strains and disinfects the water and provides the system pressure.Building"M" (which will be demolished after P1-101)previously had three booster pumps and recently added two to increase the pressure and flow to the belt filter presses.The basement for Digesters 11 through 14 has pumping to increase the pressure for digester cleaning. The J-109 project added five automatic backwashing strainers to the Plant Water Distribution System downstream of the Plant Water Pumps. The major components for the Plant Water System Pump Station are listed in Table 3-50. TABLE 3-50 Plantl1b. l Plant Water Pump Station—hb' nents Components Plant Water Pumps 4 pumps,400 hp, 3,900 gpm @ 280 feet TDH,variable speed Booster Pumps to Belt Filter Press 3 pumps, 10 hp each Strainer 3 automatic backwashing strainers Disinfection System 4 bleach pumps Sources:J-109 385 pw//a'AmN'�wrc�/CtiemMNOLSn'10339/ONRIAcrebks201]�9s¢rPYNOup2r3IXSDFM NIL]-PYmTb.l d,rx 3.0PLMrM..1 3.8.2 Operational Philosophy 3.8.2.1 Potable Water System The pumps at the City Water Pump Station pump as needed to meet the water system's demands,based on various pressure settings.Water from the suppliers is also provided as needed to meet water demands. 3.8.2.2 Reclaimed Water System OCWD supplies reclaimed water based on demand. 3.8.2.3 Plant Water System The pumps at the Plant Water Pump Station pump as needed to meet the water system's demands,based on various pressure settings.These pumps take secondary effluent as needed from the secondary effluent pipelines. 3.8.3 Current Performance Estimates of potable,reclaimed,and plant water demand at Plant No. 1 are included in Table 3- 51. TA3IE3-51 EstumtesofPotable Reclaure and Phrn Water Damands—Plara No. l Potable Water Reclaimed Water Plant Water (Po1w) (RW) (PW) Average Peak Average Peak Average Peak Daily Hourly Daily Hourly Daily Hourly Demand Demand Demand Demand Demand Demand Facility (sl (gpm)' (gpm)' (gpm)' (gpm)' (gpm)' Plant Water Pump Station 20 200 Blower Building 3 20 100 100 100 100 Centrifuges 200 250 150 200 Headworks Scrubbers 60 60 Gas Compressor Building 80 80 East Grit Chambers 60 220 West Grit Chambers 40 40 Headworks No.2(P7-105 Rehab) 10 10 Secondary Clarifiers 200 200 Aeration and Secondary Clarifiers 120 200 Digesters 5 and 6 20 20 Digesters 7 and 8 20 20 20 20 Digesters 9 and 10 20 20 20 20 Digesters 11, 12, 13,and 14 60 60 10 10 Solids Storage and Transfer 1 10 5 40 Central Generation Building 1700 1700 Primary Clarifier 5 5 5 Primary Clarifiers 3 and 4 10 10 pvl mavnm�D'10339POQM1l mbka201]h§ PIe� 306DM 2017-Pbmi ,LA W 3.O PIPNCTA.1 TABLE 3-51 Estunses of-Potabk Reclanvd,and PhM Water Demands-PlantWI Potable Water Reclaimed Water Plant Water (POTW) (RW) (PW) Average Peak Average Peak Average Peak Daily Hourly Daily Hourly Daily Hourly Demand Demand Demand Demand Demand Demand Facility (gpm)' (gpm)' (gprn)' (gPm)' (gPm)' (gpm)' Primary Clarifiers 1 and 2 5 5 Waste Side Stream Pump Station 10 20 Primary Clarifiers 6-15 10 10 Metedng and Diversion Structure 1 15 40 40 Dewatedng Scrubbers 1 30 60 60 Primary Scrubbers 1 30 65 65 Chiller Building 50 50 Primary Polymer Facility 35 400 Const. Management Trailers 4 30 Digester Cleaning Beds 1 20 Boiler 3 300 Information Services 8 50 Control Center 10 80 Chemical Handling Facility 1 30 Polymer 65 65 Total Flows(gpm) 298 910 471 855 2635 3150 Total Flows(mad) 0.5 1.6 0.8 1.5 4.6 5.4 1 Table POTW 1.1, Lee&Ro,August 1997. 3.8.4 Criticality Table The following information was taken from the Revised Criticality Table (2012)from the original 2007 Energy Master Plan.Equipment in this process area generally falls into the following categories,including the main process equipment and any supporting equipment.These criticality categories serve a variety of purposes in the treatment plants: • City Water system supports the eye washes,emergency showers,and fire protection systems for worker safety. • The Plant Water system supports many pumps with seal water,provides cooling water for EPSA,the gas compressors,and Cengen facility, and supports the centrifuges. 3A9 pw//a'AmN'�wrc�/CtiemMNOLSG'10339/ONRIAcrebks201]r+4¢rPYNOup2r3IXSDFAR NII]-PYmTb.l d,cx 3.0PLMIrNQ.1 3.8.5 References Orange County Sanitation District(OCSD). 2008. Potable Water Assessment at Plant No. 1, Assessment Report,P.O. 102982-OB.Prepared by Dudek&Associates,Inc.August. Orange County Sanitation District(OCSD). 1999a.P1-38-5 Operations &Maintenance Manual, City Water Pump Station, Plant No. 1.Prepared by Lee and Ro.January. Orange County Sanitation District(OCSD). 1999b. Strategic Plan.Prepared by Camp Dressor& McKee. Orange County Sanitation District(OCSD). 1989.Master Plan. Prepared by Carollo Engineers. 3.9 Cengen Facilities 3.9.1 Overview The Central Generation System(Cengen) is one of three power supply sources providing electricity for process equipment and other uses throughout the plant.Plant No. 1 has dedicated engine generators that operate on digester gas/natural gas. Cengen engines and capacities at Plant No. 1 are listed in Table 3-52. The Cengen engines at Plant No.1 have emission controls to meet the latest SCAQMD air quality requirements.This allows them to produce power using natural gas,high-pressure digester gas,or a combination of both. TABLE 3.52 Detalls ofCcagen Generators at Phrrt No. 1 Year of frst operation Feb 1994 Number of Units 3 Capacity,each(kW) 2,500 Cylinder(s),each 12 Revolutions per minute(rpm) 400 Digester Gas Flow Rate,each(cfm) 730 Total Generating Capacity 7,500 kW Note:kW—kilowaft(s) Digester gas produced in the Plant No. 1 digesters is compressed,dried,and used as fuel in engine generators at the Cengen facility to produce electric power. Digester gas is compressed and dried by running chilled water from the absorption chillers through a digester gas-to- chilled water heat exchanger.A refrigerant dryer is available for backup. Excess high-pressure gas can be transported between Plant No. 1 and No.2 using an interplant high-pressure digester gas line. The interplant gas line also helps manage gas production spikes and keeps flaring to a minimum.Surplus digester gas is disposed of through waste gas flares located on the high-pressure side of the digester gas system.A low-pressure gas holder is used to store digester gas at low pressures.Excess low-pressure gas is vented at the digester,which would most likely occur during a failure or shutdown of the gas compressors. p JA .6Dcwrc�oVCAYlCSD90339POWRtiw®bk MVh .Ple� 30L9DOW 2019-Pb.D ,1. rc 340 3.0PIPNCTA.I The primary function of the engine generators is to produce electricity;however,to maximize the returns from the engines,heat recovery systems are installed on the engine exhaust and engine jacket water system and are used for digester heating and building heating.Figure 3-2 illustrates the different heat recovery loops associated with Cengen at Plant No.1. Heat recovered from exhausting the engine-generators produces steam at pressures as high as 125 pounds per square inch gauge (psig).At Plant No. 1, the steam is used to generate hot water using steam converters for digester heating and on absorption chillers to generate chilled water for building cooling and for drying the digester gas. A steam boiler,fueled by digester gas and/or natural gas,produces supplemental heat during the winter months. Because of air quality issues,the boiler's use is limited to the winter months. In addition to the above uses,part of the steam is used for maintenance activities such as cleaning grease from sludge piping. SCR To Atmosphere OCR Peed water Deaeratnr CoMemaG serum EVM1austgas I Exust Heat (1) Engine(3) Y lu R.,Unit OAg (3) Chilly To buildings Steam )g) Admin., tab.Etc. g F CM1IIIercoolingwaGr 5 CM1llb Coo ng gpgblpp Coaling wa[er(pW) Water HE IA Jacket Water Heat Supplement Heat "Ws E.h.nger(3) steam Comertur(1) 3 To tligeslers HWR &bindings Waste beat F exchan8ero) To cool engine Auxiliary WeM stream image,diq low Oil Warta Heat and etc. Exchan er 3 Figure 3-2 Plant No. 1 Cengen Hat Rewwiy Imps Schematic The Interplant Gas Pipeline,which connects Plant No. 1 and Plant No. 2,was rehabilitated under the J-106 project and allows Plant No. 1 and Plant No.2 to share gas and provide operational flexibility for managing the use of digester gas to fuel the Cengen facilities at both plants. The Interplant Gas Pipeline also provides a buffer to cushion spikes in gas production that would result in flaring. 34)0 OSDFTR N19-PlamW Lcut. 10PI M..1 3.9.2 Operational Philosophy OCSD's approach to managing its power supply is shaped by the following goals: • Minimizing costs. • Providing reliable power to meet process requirements. • Maintaining compliance with air quality regulations. • Salient features are summarized below. 3.9.2.1 Economics Costs to produce power and heat from the Cengen facility include the cost of new capital, rehabilitation,operation,maintenance,fuel purchase costs for natural gas,cleaning costs for digester gas,and emissions controls.The cost of power imported from SCE is based on the time- of-use (TOU) tariff with SCE,under which the rate vanes according to the season,day of week, and time of day. In general,power from digester gas produced in the Cengen facility is the least expensive power available to OCSD.However,the digester gas supply is limited,and additional power must be either imported from SCE or generated from imported natural gas.Due to the high cost of natural gas,producing power with natural gas is only cost-effective in the highest SCE rate periods(summer peak),which account for six percent of the hours in a year. The new process equipment constructed between 2007 and 2012 has greatly increased the power demand.The cost to provide power has also increased accordingly. 3.9.2.2 Reliability The 2007 OCSD Energy Master Plan(Energy Master Plan)evaluated the plant process equipment's criticality.Equipment was identified based on the process impact of that equipment being out of service and the duration of outage required to cause the impact. Risks were evaluated according to the probability of power outages occurring at various flow scenarios,including the peak dry weather flow (PDW17 and the peak wet weather flow (PW WF). Plant No. 1 has a dual 66-kV feed to increase the reliability of the Plant No. 1 power supply. The Cengen facility increases reliability by providing a redundant power supply to the SCE feeds. Cengen is continuously staffed locally or remotely. Cengen provides fuel redundancy through the digester gas produced on site and natural gas importation. Diesel standby generators can be operated only during power outages,except for limited hours for maintenance and testing.These generators increase reliability by providing a redundant power source that operates independently of the SCE and Cengen systems and has its own independent fuel supply (diesel). pvl m�oVCAYICSD'10339POQM1l mbka20V]h PIe� 3o6DPM1P 2017-Pbmi ,LA 3M 3.O PIPNCTA.1 3.9.2.3 Emissions Plant No. land No.2 are within the jurisdiction of the South Coast Air Quality Management District(SCAQMD).SCAQMD has established regulations aimed at reducing and controlling air emissions from combustion sources,such as the Cengen engines.In February 2008, SCAQMD amended Rule 1110.2,lowering the emission limits for nitrogen oxides (NOx), volatile organic compounds (VOCs),and carbon monoxide (CO)from internal combustion engines. Through Rules 1401 and 1402,the SCAQMD also established acceptable health risk levels for new individually permitted equipment(1401) and plantwide facilities (1402).These rules specify limits for maximum individual cancer risk and non-cancer health hazards from toxic air emissions. In 2016,OCSD completed Project J-111,which equipped the Cengen engines at both plants with emission control systems(catalytic oxidizer/selective catalytic reduction system with digester gas cleaning systems) to comply with the SCAQMD rules. 3.9.3 Current Performance Electrical use by month for Fiscal Year (FY)201546 is shown in Table 3-53. Natural gas use by month for Fiscal Year(FY)2015-16 is shown in Table 3-54. 3A2 IXSDF N19-PbnW LE . 3.OPIPNCTA.I TABLE 3-53 FiscalYear2015-16 Elecbiral Use 2015 2016 Electrical Use Jul I Aug I Sep I Oct Nov Dec Jan Feb Mar Apr May Jun Average P1 Import Total(100 kWh) 32,588 35,992 43,134 46,142 35,555 29,835 33,663 34,178 29,956 35,699 34,527 32,588 35,570 PI Export(100 kWh) PI Total Generation 35,302 33,970 33,878 23,674 32,934 35,741 33,188 33,383 34,708 29,427 35,735 35,302 32,900 (100 kWh) Pl Total Use(100 kWh) 67,8% 69,%2 77,012 69,816 68,489 65,576 66,851 6],561 64,669 65,126 70,262 67,890 69,470 Source: OCSD.Treatment Plant Operational Data Summary.FY 2015-16. TABLE 3-54 Fiscal Year 2015-16 Natural Gras Use 2015 2016 Natural Gas Use Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Average PI Plant(100 therms) 151 108 211 184 247 270 238 244 143 135 146 151 189 PI Cengen(100 therms) 785 713 406 157 171 166 369 164 159 122 261 785 316 PI Total(100 therms) 936 821 617 342 418 436 607 408 302 257 407 936 505 Source: OCSD.Treatment Plant Operational Data Summary FY 2015-16, qvl/Qm6Ml+cwrc�/CkoVCAYICSD'10339POQM1lti,erebka201]h§s¢rPIeNQ�eptt3 r36DM 2017-Pbmi ,1. rc 3A3 3.9.4 Design Criteria Design criteria for the Cengen facility and digester gas utilization and equipment at Plant No. 1 are shown in Table 3-55. TABLE 3.55 Des' Criteria forthe CengenFacllities and Digester Gas LUmtion and Equipment at Plant tio. 1 Engine Generator Units' Number of Total Units 3 Engine Horsepower,at full load,each engine 3,471 Engine Speed (rpm) 400 Engine Model Number LSVB-12-SGC Number of Engine Cylinders,each engine 12 Generator Output,each(kW) 2,500 Generator Voltage(kV) 12 Steam Boiler Units Number of Units 2 Digester Gas Utilization Digester Gas Flow Rate, per engine generator(cfm) 730 Digester Gas Flow Rate, per steam boiler(cbn) 185 Digester Gas Equipment Digester Gas Compressors Number of Units 3 Capacity,each(cfm) 1,553 Discharge Pressure(psig) 78 Digester Gas Dryer Number of Units 1 Capacity,each(cfm) 3,000 Siloxane Removal Systems(Gas Cleaning) Number of Units 2 Capacity,each(cfm) 3,000 Waste Gas Flares Number of Units 3 Capacity,each(cfm) 720 Low Pressure Gas Holder Volume(R') 25,000 ' Engines manufactured by Cooper Industries Energy Services Group. Each engine is provided with emission control system consisting of oxidation catalyst and selective catalytic converter to meet 2016 SCAQMD emission control regulations. 3A9 pw//�mlo'�wrc�/CtieMGWLSG'10339PDQRMsrebba201'l b4surPYWOupmr3IXSDFTR 2019-PbnTb.l Ercx 10PI M..1 3.9.5 Planned Upgrades 3.9.5.1 Project P 1-127—Central Generation Rehabilitation at Plant No. 1 Project P1-127 will rehabilitate major support systems of the Plant No.1 Cengen.Support systems to be rehabilitated include the tube oil system,engine jacket water loop,steam loop,hot water loop,waste/supplement heat system,chilled water loop,cooling water loop,HVAC system,starting and instrumentation air systems,and exhaust gas monitoring system. 3.9.5.2 Project X-077—Switchgear Replacement at Plant No. 1 Central Generation Project X-077 will replace the existing Switchgear at Plant No. 1 Cengen and the PB-512kV Switchgear and 12kV Service Center Switchgear.The G-Bus and A&B Bus will be split into separate rooms,which will most likely lead to expanding the Cengen Building. 3.10 Power Supply and Heating 3.10.1 Overview Electricity needed to power treatment processes and other equipment is purchased from SCE and generated from the Cengen engines.During a power outage, standby generators provide power to water-in/water-out processes. The Cengen engines produce electricity and heat from burning digester gas and/or natural gas. Boilers produce supplemental heat and steam as needed. Heat from the Cengen engines and boilers is captured as hot water and steam and is used for the following purposes: • Hot water is used for digester heating and building heating. • Steam is used to create chilled water for building cooling and digester gas drying. • Steam is used for maintenance activities such as cleaning grease from sludge piping. 3.10.1.1 SCE Imported Electricity The electric service to Plant No. 1 is fed from dual SCE 66-kV feeders through a 66-kV to 12.47- kV OCSD-owned and SCE-maintained substation.The substation feeds 12.47-kV switchgeaq which feeds the Cengen switchgear,power buildings, and facility electrical rooms. 3.10.1.2 Central Generation Facilities Refer to section 3.9. 3.10.1.3 Digester Gras System Refer to Sections 3.4 and 3.9. 3.10.1.4 Heating and Cooling The Plant No. 1 heat recovery system is shown on Exhibit 3-19. Heat recovered from the jacket cooling water of the engine generators is used for digester heating and building heating. Heat recovered from the exhaust of the engine generators produces steam at pressures as high as 125 pounds per square inch gauge (psig).The steam is also used in absorption chillers to supply chilled water for building cooling and for drying the digester gas.A steam boiler,fueled by digester gas and/or natural gas,is used to produce supplemental heat during the winter months.Because of air quality issues,the use of the boiler is limited to the winter months. qvl/Qm6Ml+cwrc�/CkoVCAYICSD'10339POQM1lti,erebka201]h§s¢rPIeNQeptt306DM 2017-Pb.i ,LA 3A5 3.O PIPNCTA.1 3.10.2 Operational Philosophy OCSD's approach to managing its power supply is shaped by the following goals: • Minimizing costs. • Providing reliable power to meet process requirements. • Maintaining compliance with air quality restrictions. These goals are summarized below and are discussed in detail in the 2007 OCSD Energy Master Plan. 3.10.2.1 Economics The new process equipment being constructed at the centrifuge facility to thicken and dry solids at Plant No.1 will greatly increase the power demand,which will increase the cost to provide power. The cost to truck solids,however,will decrease,since the dewatered sludge will be drier. 3.10.2.2 Reliability The 2007 OCSD Energy Master Plan(Energy Master Plan)evaluated the criticality of the plant process equipment.Equipment was identified according to the process impact of that equipment being out of service and the duration of outage required to cause the impact. Risks were evaluated according to the probability of power outages occurring at various flow scenarios,including the peak daily flow(PDF) and the peak wet weather flow(PW WF). The Plant No. 1 and No.2 SCE power supplies have been very reliable because the 66-kV power supplies connect to the SCE grid at a higher voltage.SCE typically has a very high reliability rate,as evidenced by the area SAIDI and SAIFI rankings. The Cengen facilities at both plants increase reliability by providing a redundant power supply to the SCE feeds.Cengen facilities me also continuously staffed. Historically, Cengen facilities have been subject to disruptions associated with disruptions in the SCE feeds.The Energy Master Plan included stability tests on the Cengen facilities and made recommendations to increase the stability of the facilities. Cengen provides fuel redundancy through the digester gas produced on site and from natural gas importation. Diesel standby generators can be operated only during power outages,except for limited hours for maintenance and testing.These generators increase reliability by providing a redundant power source that operates independent of the SCE and Cengen systems. The standby generators are fueled by a redundant fuel supply (diesel). 3.10.2.3 Emissions Plant No. 1 and No.2 are within the jurisdiction of the South Coast Air Quality Management District(SCAQMD).SCAQMD has established regulations to reduce and control air emissions from combustion sources, such as the Cengen engines.In February 2008,SCAQMD amended Rule 1110.2,lowering the emission limits for nitrogen oxides(NOx),volatile organic compounds (VOCs),and carbon monoxide(CO)from internal combustion engines. 3A6 IXSDFW N19-PbnW LE . 10PI M..1 Through Rules 1401 and 1402,the SCAQMD also established acceptable health risk levels for new individually permitted equipment(1401) and plantwide facilities(1402). The Rules specify limits for maximum individual cancer risk and non-cancer health hazards from toxic air emissions. In 2016,OCSD completed Project J-111,which equipped the Cengen engines at both plants with emission control systems(catalytic oxidizer/selective catalytic reduction system with digester gas cleaning systems) to comply with the SCAQMD rules. 3.10.3 Current Performance The section below will be updated with current data(FY 2015-16)in the final submission Electrical use by month for FY 2015-16 is shown in Table 3-56. Natural gas use by month for FY 2015-16 is shown in Table 3-57. 3.10.4 Design Criteria Refer to Sections 3.9 and 3.4 for design criteria for the Cengen facilities and digester gas facility, respectively. 3.10.5 Planned Upgrades 3.10.5.1 P1-105 Plant I lkadworks Rehabilitation and Fxpansion In addition to rehabilitating the headworks facility and processes,the Headworks standby power will be redesigned with new generators. These new generators will provide standby power to Power Buildings 4 and 6 and possibly Power Building 5. pvl m�oVC XSD10339POQM1l mbka201]h§ PIe� 3OSDM 2017-Pbmi ,1. rc W J.OPIPNI'Tp.l TABLE 3-56 Fiscal Year2015-16 Electrical Ilse 201S 2016 Electrical Use Jul I Aug I Sep I Oct Nov Dec Jan Feb Mar Apr May Jun Average P1 Import Total(IN kWh) 32,588 35,992 43,134 46,142 35,555 29,835 33,663 34,178 29,956 35,699 34,527 32,588 35,570 PI Export(100 kWh) PI Total Generation 35,302 33,970 33,878 23,674 32,934 35,741 33,188 33,383 34,708 29,427 35,735 35,302 32,900 (100 kWh) Pl Total Use(IN kWh) 67,890 69,962 77,012 69,916 68,489 65,576 66,851 6],561 64,669 65,126 70,262 67,890 69,470 Source: OCSD.Treatment Plant Operational Data Summary.FY 2015-16. TABLE 3-57 Fiscal Year2015-16 Natural Gas Use 201S 2026 Natural Gas Use Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Average PI Plant(100 therms) 151 108 211 194 247 270 238 244 143 135 146 151 189 P1 Cengen(100 therms) 785 713 406 157 171 166 369 164 159 122 261 785 316 PI Total(100 therms) 936 821 617 341 418 436 607 408 302 257 407 936 505 Source: OCSD.Treatment Plant Operational Data Summary FY 2015-16. 3A8 pw/,CemN'LMwm�n/CtieMGWLSD'10339/ONRM'a'erabks201]t+4s¢rPYNOup2r3003DFW NII]-PYmW Ld,r. 10PI M..1 3.11 Electrical Distribution System 3.11.1 Overview The electrical power system for both plants includes imported and internally generated power supplies,uninten uptible power supplies,distribution equipment,and standby generators. Power supply and standby power systems are detailed in other sections of this chapter (Sections 3.10 and 3.12,respectively).This section describes the distribution systems. Plant No. 1 is fed by SCE from a dual 66-kV service.The Plant No. 1 Cengen facility provides 12-kV power through three 2.5 megawatt(MW) engine generator units.Power distribution equipment located throughout the plant transforms the 12-kV power to the required equipment utilization voltages. Most of the plant process loads operate at 480-V or less,except for the aeration blowers at AS-1 and AS-2,which operate at 4.16 W. Cengen provides power through a 12-kV electrical distribution system to other power buildings containing power distribution equipment,which are located throughout the plant.This equipment transforms the 12-kV power to the required equipment utilization voltages. For increased reliability,the power buildings typically have double-ended switchgear lineups with tie circuit breakers. Non-process areas have dedicated utility services to electrically isolate these areas from the rest of the plant. The operations control center,laboratory,and administration building each has its own service connection to SCE. The operations control center also has standby power from PB-4 via an automatic transfer switch.The laboratory has an emergency feeder from PB-4. 3.11.1.1 Electric Service Center(ESC) The 12-kV switchgear,located at the Electric Service Center(ESC),is the point of connection to SCE power. In addition to providing power to Cengen,Blower Building 2,and Power Building 9,the 12-kV switchgear provides power to the Engineering Trailers,low-voltage power systems at the station, and miscellaneous process equipment,such as motorized butterfly valves for the EJB. 3.11.1.2 Central Generation Station(Cengen) Cengen houses the 12-kV switchgear,which provides the base for the Plant No.1,12-kV distribution system.The double-end,12-kV switchgear provides dual 12-kV feeders to other Plant No. 1 power distribution facilities.The 12-kV switchgear also provides power to low- voltage MCCs,which support the cogeneration systems at Cengen. 3.11.1.3 Blower Building The Blower Building houses 4.16-kV and 480-V switchgear and MCCs.The medium-voltage switchgear supports aeration blowers. The low-voltage switchgear supports the PEPS pumps, as well as low-voltage MCCs associated with NGV gas compressors,aeration basin lighting, and Blower Building support systems. The Blower Building houses two standby turbine-generator units and associated distribution switchgear.Standby power is distributed to Blower Building support systems,AS-2 life safety loads,and PB-6 loads associated with the thickener building and plant water pumps. qvl/Gm6vLbcwrc�/Ckm/CAYICSD'103J9t00N:ti,erebka201]h§a2rPIeNQeptt)06DF 2017-Pb.i ,LA 3A9 3.O PIPNCTA.1 3.11.1.4 Blower Building 2 The Blower Building houses 4.16-kV and 480-V switchgear and MCCs.The medium-voltage switchgear supports aeration blowers. The low-voltage switchgear feeds the low-voltage MCCs aeration basin processes and Blower Building support systems. 3.11.1.5 DAF Building The DAF building houses low-voltage switchgear and MCCs that support equipment associated with the DAF and secondary clarifier processes,including the recycle,thickened waste activated sludge (TWAS),RAS,and WAS pumps. The MCCs also power the industrial water booster pumps.This building may be demolished in the future after completing the centrifuge facility. 3.11.1.6 Power Building No. 1 (PB-1) Distribution switchgear at PBA was removed,and only MCC E remains to support the Information Services facilities.MCC E receives power from PB-3A switchgear.Project P1-105 will demolish MCC-E and the associated electrical distribution equipment located at PB-1. Projects P1-105 or P1-126 will demolish PB-I. 3.11.1.7 Power Building No. 2(PB-2) PB-2 houses low-voltage switchgear that feeds MCCs at the truck loading facility.The generator at Power Building 2 provides standby power to life safety loads at the truck loading facility and centrifuge building as well as to the plant water pumps at Power Building 6. 3.11.1.8 Power Building No. 3A(PB-3A) PB-3A houses medium-and low-voltage switchgear and MCCs.The low-voltage switchgear powers the 450-hp influent pumps.The MCCs support loads associated with Headworks No. 1, Influent Pump Station,grit chamber facilities, scrubber facilities,metering structure facility,and waste-hauler facility.PB-3A houses two standby engine-generator units and associated distribution switchgear.Project P1-105 will demolish PB-3A. 3.11.1.9 Power Building No. 4(PB4) PB4 houses 12-kV load interruptible switches,automatic transfer switches,and double-ended MCCs that provide both normal and standby power to the LAB,Chiller Building,Warehouse facilities,WSSPS,Primary Clarifiers Odor Control System,and auto shop.PB4 houses a 1,000-kW diesel standby generator unit and the associated distribution equipment.Project P1- 126 will reconfigure PB4,replacing old equipment(including the diesel generator and underground storage tank)approaching the end of their useful life with new equipment that meets OCSD engineering design guidelines. 3.11.1.10 Power Building No. 5 (PB-5) Project P1-100 recently constructed and commissioned PB-5 to support the Gas Compressor Systems and Digesters loads. Double-ended 12-kV,and 480-V switchgears,liquid filled substation transformers and single-ended MCCs support these loads.The low-voltage switchgear powers the 300-hp gas compressors and distributes power to the MCCs at digester and PB-5 electrical rooms. AM 0SDo&N17-PbnW LE . 10PI M..1 The low-voltage swftchgear connects to PB-3A standby generator units via PB-3A switchgear 3A-B. 3.11.1.11 Power Building No. 6(PM) PB-6 houses medium-and low-voltage switchboard and MCCs.The low-voltage switchboard powers the 400-hp plant water pumps.The MCCs support loads associated with the plant water facility and the thickener building. The MCC supporting the thickener building is connected to Blower Building standby generator units.The plant water pumps are connected to the standby generator at Power Building 2. 3.11.1.12 Power Building No. 7 (PB-7) PB-7 houses 12-kV load interruptible switches,liquid filled substation type transformers,480- volt switchgears,MCCs,Uninterruptible Power Supply (UPS)and a 1500kW,480V,standby diesel engine generator to support the primary clarifiers and the primary chemical facility. 3.11.1.13 Power Building No. 8 (PB-8) PB-8 houses 12kV load interruptible switches,liquid filled substation type transformers,480- volt switchgears,MCCs,UPS,and a 1500-kW,480-V,standby diesel engine generator to support the Trickling Filter Facility. A shared 12,000-gallon underground fuel storage tank supports both PB-7 and PB-8. 3.11.1.14 Power Building No. 9(PB-9) PB-9 houses 12kV load interruptible switches,liquid-filled substation-type transformers,480- volt switchgears,MCCs,and UPS that support loads associated with the secondary clarifiers fed from AS-2.PB-9 is fed directly from the Electrical Service Center and not from the Cengen. 3.11.2 Operational Philosophy The operational philosophies of the plant electrical systems are to maintain a safe reliable power to process equipment,minimize process disruptions,and provide worker and equipment safety. System redundancy is provided to avoid single-points of failure and to minimize equipment outages required for maintenance activities.Protective devices are coordinated to isolate faults at the lowest level possible,reducing the amount of affected process equipment,which minimizes the impacts of process failures.Protective device settings are set to have a low fault current to improve worker safety. 3.11.3 Current Performance Not applicable 3.11.4 Design Criteria Redundancy criteria for electrical distribution is included in the OCSD Design Standards. pvl w6vLbcwrctii/Ckm/CAYICSD10339t00N:mbka201]h§a2rPIe� 306DFW 2017-Pbmi ,LA M01 3.O PIPNCTA.1 3.11.5 Planned Upgrades The following upgrades to the electrical distribution system at Plant No. 1 will be performed under a larger project.The list also shows the most likely project the electrical distribution upgrade will be performed under. • The 12kV switchgear at Cengen,Service Center,and Power Building 5 will be replaced under Project X-077,Switchgear Replacement,at Plant No. 1 Cengen. • The 12kV Distribution Building will be demolished under Project X-049,Activated Sludge 1 Clarifier and RAS Pump Station Rehabilitation. • The following electrical distribution modifications will be included in Project X-048, Activated Sludge 1 Aeration Basin and Blower Rehabilitation: o Demolish the existing turbine power system in the existing AS-1 Blower Building. o Provide a standby power feed from the standby power facility being built by Project P1-105 to the AS-1 Blower Building and distribute it to the centrifuge building and the Plant Water Pumps Station Building. o Provide a normal power feed from the Centrifuge Building to the Truck Loading Facility. o Demolish Power Building 2. 3.12 Standby Diesel Generators 3.12.1 Overview The primary electrical power supply to the treatment plants consists of imported power from SCE and power from each planes Central Generation(Cengen)facility. Diesel generators are located at various process areas in each plant to provide power during an outage of the primary systems.Multiple units connect to one another,in some cases to provide the required capacity at that process area.The units are not interconnected with other power supplies or generators in other process areas. The 2007 OCSD Energy Master Plan,Technical Memorandum(TM)10 (OCSD,2007),evaluated the standby power systems. This evaluation considered the possible consequences of power outages,the outage durations required to cause impact,the likely power outage durations, and the probability of outages to occurring during various flow conditions. The generator at Power Building 2 was previously out of service.The P1401 project installed a new above-ground storage tank to supply diesel future to the generator at PB-2,making standby power available to PB6,the centrifuge building,and the truck loading facility.The truck loading piston pumps have a software permissive disabled when the generator at PB 2 is operating so truck loading cannot occur from generator power. The Blower Building generators have a control problem in which the two generators do not synch. As a result,the capacity from the switchgear is limited to the output of one unit,800 kW. 3-102 IXSDrT N17-PbnW LE . 10PIP NQ1 3.12.2 Operational Philosophy Diesel-fueled standby generators provide power during outages of the primary power systems to reduce the risk of process failures. This risk reduction must be balanced against the cost to install and maintain diesel generators and the air emissions impacts of those generators. The OCSD Criticality Table is used to determine which processes require standby power. Each equipment unit is tied to a process requirement affected by that equipment being out of service, along with the outage duration required to cause the impact. The load on each power building is estimated for various flow conditions. The probability of outages occurring during these flow conditions was calculated to evaluate the potential risk of an outage.This model allows for identifying areas of greater risk,areas where power improvements should be considered,an areas where some generators could be eliminated. Due to SCAQMD limitations,use of diesel generators is restricted to power outages for water- in/water-out process and life safety equipment,with limited hours for testing and maintenance. 3.12.1.1 Utility Power Outage Operations Diesel generators are located at power buildings within the various process areas.They do not operate in parallel with the primary power system or with diesel generators from other power buildings. If a power building has multiple diesel generators,the generators run in parallel with one another,but are isolated from the plant grid and diesel generators from other power buildings. When power is lost in the primary power system,the local power building isolates itself from the primary system before transferring to the diesel engine standby generators.This occurs automatically at some power buildings and manually at others. Diesel generators are an important standby power source and provide the following operational benefits: • During power outages,they provide needed supplement to Cengen power. Cengen power alone is not enough to run all process loads at both plants. • They generally start immediately after a power disruption to run the most critical loads. Engines are kept in a"ready` state by engine block heaters. • They respond to rapid load changes much better than Cengen engines and are therefore more stable. • They are located remotely at process areas,providing some protection from problems in the distribution system,such as a fire in the Cengen power building or damage to conduits running from Cengen to the power buildings. • Diesel generator fuel is stored in adjacent tanks and underground tanks at the power buildings,with sufficient supply to last several days at full load. By contrast,Cengen engines rely on either digester gas or natural gas.Digester gas is limited in supply and depends on pipelines and mechanical equipment,whereas natural gas depends on the gas supply grid.Without adequate digester gas supply to run all available engines,natural gas is needed to achieve the Cengen's full capacity.The plant diesel fuel system could also be less vulnerable to the effects of a major earthquake. qvl/Gm6vLbcwrc�/Ckm/CAYICSa'103J9t00N:ti,erebka201]h§a2rPIeNQ�eptt)IXSDF 2017-Pb.i ,LA A0 3.O PIPNCTA.1 3.12.1.1 Air Emissions Permitting Requirements SCAQMD regulates the use of the emergency standby diesel engines under SCAQMD Rules 1402 and 1470. 4.12.1.2.1 Rule 1402 Rule 1402 applies to existing sources and to total facility emissions.It requires facilities to implement risk reduction measures as required by the Hot Spots Act and specifies public notification and inventory requirements. Rule 1402 establishes three health-effect impact criteria levels (notification level, action level,and significant risk level) to determine the impact of the facility-wide risk. The impact of diesel generators was not considered in calculations that identify the level of impact.If included in future calculations,they may affect the Operational Philosophy. 4.12.1.2.2 Rule 1470 Rule 1470 was adopted in April 2004 by the SCAQMD to address a proposed Air Toxic Control Measure(ATCM)engine regulation set forth by the CARB. Rule 1470 applies to stationary compression ignition engines with a rated brake horsepower (bhp) greater than 50(>50 bhp). Rule 1470 includes requirements for fuel and fuel additives, operating requirements,and diesel particulate matter(PM) emission standards for existing and new stationary compression ignition engines. The emergency diesel engines at both Plant No. 1 and Plant No. 2 are rated greater than 50 bhp, for both the existing and future emergency diesel engines.Therefore,Rule 1470 is an applicable regulation for the emergency diesel engines at Plant No.1 and Plant No. 2. In response,limited hours of operation were accepted rather than installing expensive emissions controls.If additional hours of operation are needed in the future,the possibility of installing the emissions controls could be considered. 3.12.3 Current Performance Not applicable 3.12.4 Design Criteria Diesel generators at Plant No. 1 me summarized in Table 3-58. TABLE 3-58 Plantlb. I StandbbyGenerzlion Summary Capacity Fuel Tank Location Units x kW/each Capacity Install Bus =Total(M) (gallons) Year Equipment Served Blower Building 2 x 800=1,600 15.000 1976 AS-1 Blower Building, DAFs, PB 2, SWGR-TG PB 6 Power Building 2 1 x 1,000 12,500 1987 Centrifuge Building,Truck Loading SWGR-F/NB Power building 3A 2 x 1,000=2,000 12,000 1987 City Water Pump Station,Control SWGR-3A Center,Cengen, Headworks, Gas Compressor AN pw//a'Am�n10339/ONRIAcrebks2017�.,PYNOu ,3IXSDu&N117-PYmWL x 10PI M..1 TABLE 3-58 PlantT,b. lSmndbyGe nuonSunnaty Capacity Fuel Tank Location Units x kWleach Capacity Install Bus Total(kW) (gallons) Year Equipment Served Power Building 4 1 x 1,000 12,000 1987 Odor Control,WSSPS, Chiller SWGR-4A Building,and support buildings. Power Building 7 1 x 1,500 12,000 2004 Primary Clarifiers SWGR-7 Power Building 8 1 x 1,500 12,000 2005 Trickling Filters SWGR-TF SWGR—switchgear PB—Power Building 3.12.5 Planned Upgrades Project P1-105 will construct new normal and standby power buildings to replace existing PB- 3A and all associated electrical power,control,and signaling equipment.A new centralized standby power system consisting of parallel 12-kV diesel generators will be provided to support Project P1-105 and other facilities outside the project boundary area. 3.13 Uninterruptable Power Systems 3.13.1 Overview Uninterruptible power supply (UPS) systems in the treatment plants provide temporary power to instrumentation and controls when utility power is unavailable.The batteries typically have 10 to 20 minutes of storage capacity. For longer outages,the UPS units must be supported through backup generation. Basic components of a UPS installation include the UPS module with associated batteries and transfer and bypass switches for maintenance and process reliability. All critical monitoring and control equipment should be fed from UPS power to avoid equipment failure during a power outage.UPS systems also filter sensitive electronics from potentially harmful power anomalies. OCSD has a complex plant control system with distributed programmable logic controllers (PLCs),input/output racks,and instrumentation.A number of miniature (less than 5 kW) and medium(5 kW to 30 kW)UPS units currently serve those devices. The miniature UPS units are located in the bottom of racks and panels,where they are difficult to maintain and can fail without warning.Through the years,UPS units of varying sizes and specifications have been installed. The OCSD UPS Study recommended replacing all of existing UPSs with three regional UPSs placed strategically throughout the plant.These UPSs would feed Power Distribution Units (PDUs)in many buildings to provide UPS power locally. qvl/Gm6vLbcwrcnm/Ckm/CAYICSn'103J9t00N:ti,erebka201]h§a2rPIeNQ�eptt)OSDF 2017-Pb.i ,1. rc Mrs 3.0PIPNTM..I Project P1-101 is installing the first regional UPS to support the southern portion of the plant. Project P1-105 will install the second regional UPS to support the northeastern end of the plant, and Project P1-132 will install the third regional UPS at Power Building 8 to support the northwestern portion. 3.13.2 Operational Philosophy The general operational philosophy of the UPS system involves the UPS units providing continuous backup power to the plant control system in case of a normal power outage until standby generators start and repower the loads.If the standby generators fail to start,the UPS will provide ample time for an orderly shutdown when necessary. UPS units filter power to sensitive instrumentation. 3.13.3 Current Performance Not applicable 3.13.4 Design Criteria Future regional UPS installations should meet the following guidelines. • Use larger,higher voltage UPS units to reduce voltage drop from the UPS to the critical load. • UPS units perform best in clean,dry,tempered space as specified by manufacturers. A climate-controlled enclosure is required to satisfy this guideline and to maintain a recommended ambient temperature of approximately 77T. Providing a climate-controlled enclosure for each miniature UPS would be impractical. • Each UPS shall have alarms to a manned location. • Each UPS shall be powered from a voltage source with stand-by generators. • Locally available parts shall be specified and serviced with a 4-hour response time. • Initial design load shall be no more than 70 percent of the UPS rating. 3.13.5 Planned Upgrades Project P1-101 is installing the first regional UPS to support the southern portion of the plant. Project P1-105 will install the second regional UPS to support the northeastern end of the plant, and Project P1-132 will install the third regional UPS at Power Building 8 to support the northwestern portion. 3-106 IXSDFW N17-Pb WLE . 10PI M..1 3.14 Process SCADASystem 3.14.1 Overview This section describes the communication systems involving data,voice,and other communications related to administrative and plant treatment processes.This includes the process SCADA systems,radios,phones,and office computers.Table 3-59 describes the communications systems. TABLE 3-59 Comrunicatims Systems Systems Description Office Data/Voice Office Computers MS Office applications,email, FIS,CMMS,GIS, Internet, Intranet. Landline Used when VOW phones are not feasible or required by code. Telephones VOIP Phones Standard phone communications at all plant locations Mobile Communications 2-way Radios Used primarily by O&M staff for field communications. Standard Cell Used by office staff away from the office. phones Safety/Security Public Address(PA) Broadcasts from office phone system to speakers in the field. System Fire Alarm System Communicates alarm sensing. Security Cameras Monitor plants and pump stations for security and operations. Access card readers Control personnel access to facilities. Cyberlock PLC Access system. ICS Network PI-Cs Provides monitoring and control of collections and plant process HMIs control equipment and data communications for process Servers automation. Network Switches Power Monitors 3.14.1.1 Office Data/Voice The office data/voice system includes the computers used for various administrative functions. Landline(stationary)telephones are included in this group because of their integration with the office computer system. VOIP(voice over internet protocol) phones we standard throughout the plant.Hardwired, landline phones are used only when required for code reasons or when VOIP phones are not feasible.The VOIP phones are connected to the office network,separate from traffic related to process controls at the plant. qvl/Gm6vLbcwrc�/Ckm/CAYICS�'103J9t00N:tirerebka201]h§a2rPIeNQ�eptt)IXSDINP 2017-Pla. b,1. rc 110] 3.O PIPNCTA.1 3.14.1.2 Ivbbile Communications Two-way radios are the primary communication between O&M personnel in the field. Channel 1 depends on the Plant No.1 base repeater and has the largest range. Channel 2 does not depend on the base repeater,but has a very limited range. Channel 3 is a'local talk'channel. 3.14.1.3 Safety and Security The public address(PA) system allows broadcasts from the office phone system to speakers in the field. This could be used in emergency situations to communicate to field personnel.The main control unit is located in the control center.Project FE 7-34 expanded the PA system to office buildings and trailers without it.Plant coverage,however,is incomplete. The fire alarm system provides sensing and alarming. It is a stand-alone system and reports to a console in the control center. The plant has only one of these systems. The security cameras were previously on a CCTV coaxial system,but are being moved to an office Ethernet system,which is Internet Protocol (IP)based. IP-based security cameras are powered over Ethernet-type(POE)and typically connect to an access layer switch into the office network. The card reader system controls personnel access to various process areas and buildings.The Cyberlock system controls personnel access to PLC cabinets in the process areas. 3.14.1.4 Process Data This system provides SCADA for all process equipment,allowing plant operators to control process equipment in remote locations and the PLCs in various process areas to obtain data from other process areas.Process data are collected by the Data Historian and are used to improve operational decision making and cost control and for compliance reporting. SCADA data are commonly transmitted between the following points: • Plant No.1 and Plant No.2. • Control center and local process areas. • Control center and remote pump stations. • Local PLCs and process equipment. • Between process area PLCs. SCADA communications between Plant No. 1 and Plant No. 2 are currently provided by two fiber optic connections.The Ellis/Bushard fiber optic line travels from Plant No. 1 to Plant No. 2,via SALS to the abandoned Ellis Pump Station,to the Ellis/Bushard Diversion structure and then follows the Bushard trunk line to Plant 2.A portion of this fiber was installed by the 1-24A project,and another portion was installed by FE07-10,Bushard Trunk Optic Link. A second redundant fiber optic runs between Plant No. 1 and Plant No. 2 along the Santa Ana River interplant pipeline alignment.This Santa Ana River fiber optic connection will be replaced by a new line to be installed by the J-117A project. AM 0SDFW N17-Pb WLE . 10PI M..1 3.14.2 Operational Philosophy The process SCADA system provides important data communications for plant monitoring, control,and automation.The system's reliability is critical to maintaining regulatory compliance for both the collections system and the treatment plants. Security is a high priority for both the office data system and the process data system;however, those systems have different security needs.The office data system requires a less restrictive system to allow information to be exchanged with various consultants,vendors,and the public for general OCSD business,while a much more restrictive system is appropriate for the process SCADA system. 3.14.2.1 Plant 1 Fiber Optic Network Plant No. 1 is blanketed with fiber optic cable.This fiber is typically multimode fiber optic cable blown through tube cables.The fiber optic cable provides the ability to connect networked devices across the plant.These devices include network switches,PLCs,Remote IO racks, HMIs,Servers,card readers,PA equipment,fire alarm equipment and other office IT equipment.Additionally,interplant fiber optic connections are available between Plant No. 1 and Plant No.2,allowing data to be passed between locations. 3.14.2.2 ICS Network The Industrial Control System(ICS)network is an Ethernet network dedicated to process controls. This connects programmable logic controllers (PLCs) in the field to SCADA workstations and process control-related servers and historians. This network spans all of Plant No.1,using fiber optic cable to connect core, distribution,and access switches. Physical connection into the network is made through the network's access layer,which is typically through copper CATS cables or fiber optic jumper cables.Figure 3-3 illustrates the core, distribution,and access layer topology of the ICS network. pvl w6vLbcwrctii/Ckm/CAYICSD10339t00N:mbka201]h§a2rPIe� 3o6DR&2017-Pbmib.LA AM 3.O PIPNCTA.1 10G Links Core 10G Links — Distribution 1 G Links Access Figure 3-3 ICS NetuorkTopoba Note that the access switches typically connect to two distribution switches,and that,similarly, the distribution switches connect to two core switches.These redundant pathways ensure that the failure of one component of the network does not disrupt the functionality of the ICS network. 3.14.2.3 Power Ivbnitoring and Control System Project J-33-3 added a power monitoring and control system that monitors and remotely controls switchgear at Plant No. 1.The primary purposes of the Power Monitoring and Control System is to remotely monitor and control the switchgear breakers,monitor and control ATS, and monitor the status and alarms of switchgear and standby generator battery chargers,high- resistance grounding,standby generators,standby generator fuel tanks,standby generator day tanks,12.47-kilovolt(kV) to 480-volt(V)transformers,and uninterruptible power supplies (UPS).Operating breakers remotely allows maintenance staff to quickly react to problems and maintain a safe operating distance that eliminates the need to suit up with personal protective equipment(PPE). Power Monitoring and Control PLCs are installed throughout the plant to provide control and monitoring functions.These PLCs connect into the ICS and are monitored by operators at Power Monitoring and Control HMI workstations. 3-110 IXSDPAR N19-Pb WLE . 10PI M..1 3.14.2.4 SCADA Workstations and MU OCSD uses CRISP (Copeland Roland Sequential Processor) HMI software for the human machine interface for process control functions at both Plant No. 1 and Plant No.2.This software was originally designed to run on VAX workstations,which are now obsolete and difficult to support.OCSD has recently begun using Hummingbird VAX emulator workstations so it can continue to mn the aging CRISP software on modem computer hardware. Servers running Wonderware provide the historian functions for the process control data. 3.14.2.5 Programmable Logic Controllers Plant No. 1 and Plant No. 2 use Schneider Automation Modicon Quantum PLCs as a standard platform for process controls.They are also used at the outlying pump stations in the collection system.For critical processes,a redundant CPU configuration is used. Control inputs and outputs connected to the PLCs are provided by Quantum Remote IO Racks. The remote IO racks may be distributed physically,remotely from the CPU,and connected over coaxial cable or fiber optic cable. The Quantum platform is currently being phased out by the manufacturer and is being replaced by new product lines. 3.14.2.6 Outlying Pump Station Communications Each outlying pump station has a PLC. A communication link is provided from each station back to Plant No. 1,which allows for remote monitoring and control of the stations.These communications links are summarized in Figure 3-4 below: OaD sacllDy Master plan Pump Sbtlws Communimtbns Diagram PbM l u� Pumpswwm ITy/ulLnnlyunWn) V4 u i i art Or.`riY� Figure 34 Oudymg Pump Station Colxaremicatbns qvl/Gm6vLbcwrc�/Ckm/CAYICSD'103J9t00N:ti�erebka201]h§ Ple� 3IXSDF 2017-P6mib.1. rc till 10PIP NQI A single communication link is provided to each station,meaning there is no redundancy. Most of the stations connect to Plant No. 1 over an MPLS (Multiprotocol Label Switching) network that allows for a network connection from Plant No.1 to the outlying stations.A third- party MPLS provider firm (at this time,Time Warner)provides the MPLS network,furnishing modems at each end of the connection and the interconnection infrastructure that creates the functional network.The final connection to each remote station is a short run of multi- conductor copper wire,much like a hardwired telephone line.This last run of copper represents a potential single point of failure in the communications link to the station. The SARI Gate connects over a leased line connection that previously used the Modbus Plus protocol being phased out by OCSD.The Bitter Point Pump Station connects directly to Plant No. 1 using a fiber optic link owned by OCSD. Some pump stations have local HMIs.These me CRISP workstations running on obsolete Digital Equipment Corporation(DEC)VAX workstations. The plant's HMI for the pumps stations is also provided by obsolete VAX workstations dedicated to the pump stations.The pump station graphics and HMI functions are not available on other HMI workstations at Plant No.1 or Plant No.2. Cameras me installed at some pump station locations.However,a standard for how the camera data is brought back to Plant No. 1 has not yet been developed. Camera data can be brought over the MPLS network.However,the desire is to separate this traffic from the process control information. 3.14.3 Current Performance Not applicable 3.14.4 Design Criteria Table 3-60 summarizes the hardware associated with the communication system. TABLE 3-6 Connunications Sysarre(highlighted ceUs represent areas cmrentlyunder construction) CRISP CRISP Modkon RIO Wondemare Wondemare Wonderware Equipment Servers Workstations PLCs Cabinets Data Collectors Historians Active Factory Plant 1 4 37 38 186 2 6 6 PI-101 11 33 PI-100 0 14 Plant 2 4 41 44 173 2 6 P2-92 14 19 Pump Stations 2 21 19 19 Plant 1 Elect 2 1s 16 2 Totals: 12 117 142 443 6 6 12 3-112 IXSDo,T N17-PlaaW LE . 10PI M..1 3.14.5 Planned Upgrades The following projects include planned upgrades to the OCSD communications system: • The J-117A project will install a new interplant fiber link between Plant No. 1 and Plant No.2 along the interplant pipeline,replacing the existing line. • SP-196 will study the Plant SCADA and process control system and make recommendations for future SCADA software and hardware platforms.This study will likely lead to a project or multiple projects that will replace the PLC CPU hardware and software and the HMI software used by OCSD.This project may also affect input output hardware currently installed at the plant. • OCSD is creating two core switch locations both at Plant No.1 and at Plant No. 2. These locations will house redundant hubs of network and server hardware for the ICS and Office IT networks as well as related servers.At Plant No. 1,these locations will be on the second floor of the 111-101 Centrifuge Building and at the Plant 1 Control Center.At Plant No. 2,the locations will be on the P2-92 Centrifuge Building second floor and an IT Room,which will be constructed on the second floor of the COBS building by P2-107. 3.15 Plant Air System 3.15.1 Overview The Plant Air System described in this section includes the High Pressure Air(HPA) system and Instrument Air (IA)system. The primary uses of plant air in the process areas include: • Bubblers for water level measurement and other instrumentation • Portable valve operators and other pneumatically controlled equipment • Pneumatic tools for use by maintenance staff In general,the HPA systems at both plants include air compressors and a looped piping system that is sized to provide enough storage to eliminate the need for air tanks. Compressed air, which is used for instrumentation,passes through air dryers before entering the IA system. Water traps we located in various locations and are automatically actuated by mechanical means. The Cengen facilities at Plant No. 1 have dedicated HPA systems that are isolated from the plant I IPA looped system for the following uses: • Starting air-Pressurized air tank that starts the Cengen engines. • Instrument air-Used in the Cengen facility. The Plant No. 1 HPA compressors are listed in Table XX. The discussion in this section is limited to process area uses and does not include nonprocess uses in the operations building,laboratory,shop,administration building,or other places, unless those uses are served by the plant HPA looped system. Other compressed air systems (including air for channel agitation aeration,secondary treatment,and grit)are discussed in other sections. pw Caw�m/CAYlCSD90359t00N mbka2019h§amrPle� 3OCSDR&2017-PbmD ,1. rc A13 10PI M..1 The original system layout of Plant No.1 was based on supplying air from the Blower Building. The Blower Building initially had three functional compressors,but now has one operable compressor. Other compressors,which are located in process areas away from the Blower Building area,were originally intended to provide additional pressure and backup for the primary compressors. Because the number of operating compressors in the Blower Building has been reduced from three to one,there is more dependence on the compressors in the remote locations. Plant No.1 High Pressure Air System is shown on Exhibit 3.17. 3.15.2 Operational Philosophy 3.15.2.1 Plant Air Uses Uses of plant au in the process areas include the following: • Bubblers for water level measurement and other instrumentation • Valve operators and other pneumatically controlled equipment • Pneumatic tools for use by maintenance staff 3.15.2.2 System Design Features The HPA systems at both plants were designed with enough storage in the piping system to eliminate the need for air tanks. Compressed air,which is used for instrumentation,passes through air dryers before entering the IA system. The Cengen facilities at both plants have dedicated EPA systems that are isolated from the plant HPA looped system. These systems pressurize the air tanks that start the Cengen engines and supply instrument air needs in the Cengen facility. Water traps are located in various locations and are automatically actuated by mechanical means. 3.15.3 Current Performance The current performance of the Plant Air System at Plant No. 1 has been adequate to serve the current EPA and IA operational needs at each plant. This is expected to change in the future when new facilities,currently in construction,place additional demands on the system. 3.15.4 Design Criteria The Plant Air Systems have historically been evaluated on an informal basis,without the use of formal design criteria,with improvements made to the system as needed.Appropriate design criteria could be developed in the future if needed.Appropriate design criteria could be developed in the future if needed.However, a Plant Air system evaluation study designated SP- 148 was completed in August 2016.The goal of the study was to assess the existing Plant Air systems and propose improvements to the existing system,and to evaluate alternatives to improve the Plant Air system. 3-114 IXSDo&N19-PbnW LE . 10PI M.l TABLE 361 Plant Nb. l High Pressure Air System Plant No.1, Plant Air System Item Location Asset Make Model CAP HP Year 1 Air Compressor Prelim Treat M09836 Ingersoll Rand SSR-HP100S 412 110 2001 2 Air Compressor#3 Blower Bldg M08763 Quincy OS1245ANA32C 1100 75 1999 3 Air Compressor#1 DAF Facility M08476 Quincy QS1245ANA32EL 1100 75 1998 4 Air Compressor#2 DAF Facility M08477 Quincy QS1245ANA32EL 1100 75 1998 Plant No. 1,Cengen HPA System Item Location Asset Make Model CAP HP Year 5 Compressor,Start Air#1 Cengen M06793 Ingersoll Rand T-40 10 40 1991 6 Compressor,Start Air#2 Cengen M06794 Ingersoll Rand H-40 10 40 1991 7 Compressor, Inst.Air#1 Cengen M01822 Ingersoll Rand 1OT3NLE10 3.5 10 1991 8 Compressor, Inst.Air#2 Cengen M01824 Ingersoll Rand 1OT3NLE10 3.5 10 1991 3.15.5 Planned Upgrades The following projects include planned upgrades to the OCSD plant air systems: The XJ-129 project will upgrade the Plant Air system. The HFA/IA system at Plant 1 would be designed for 1,320-or 1,680-scfm capacity depending on whether or not the existing DAFT process remains in operation 5 years from now.The new configuration will include one spare compressor train. This would require two new 600 scfm compressor trains to be installed as part of the new stand-by generator/compressor building that will be constructed under P1-105 in the area where the existing PCl/IT Trailer are currently located to supplement the current air compressor capacity of 720 scfm. ,wA w�m/CAYlCSD90339t00N mbka2019h§amrPle� 3OoMINP 2019-PbmD ,1. rc 1115 3.O PIPNCTA.1 3.16 Fat/Oil/Grease (FOG) Wastehauler System 3.16.1 Overview Fats,oils,and grease(FOG)within OCSD's collection system impacts the conveyance of flows to the treatment plants. FOG build-up in gravity sewers and manholes reduces available sewer capacity and can ultimately result in blocked lines causing sanitary sewer overflows (SSO). To reduce the amount of FOG entering the collection system,OCSD operates a dedicated discharge site at Plant No. 1 for the disposal of septage,chemical toilet waste,and FOG wastes collected by wastehaulers. 3.16.1.1 Regulatory Requirements In April 2002, the RWQCB,Santa Ana Region,issued Order No.R8-2002-0014,General WDR. This required Orange County cities and wastewater treatment agencies to monitor and control SSOs. This was in response to a Grand Jury Report of April 2001,which stated that FOG materials were major contributors to SSOs. The Order named OCSD as the lead to"facilitate regional compliance." Following issuance of the RWQCB's WDR,the State Water Resources Control Board (SWRCB) adopted a resolution in November 2004 requiring publicly owned collection systems to implement Sewer System Management Plans to reduce the number and volume of SSOS. On May 2,2006, the SWRCB adopted a Statewide General WDR for Sanitary Sewer Systems,Water Quality Order No.2006-0003,which provides a consistent,statewide regulatory approach to address SSOs. Based on SWRCB's actions,the RWQCB issued Order No.R8-2006-0081,which rescinded its WDR in lieu of the statewide WDR as of December 2006. To comply with the WDR,OCSD has implemented a FOG Source Control Program. The goal of the program is to help eliminate SSOs that emanate from food service establishments(FSEs) and residential areas within the OCSD FOG program service area. Additionally,OCSD engineering and O&M activities help eliminate SSOs through preventative maintenance and rehabilitation of sagging lines. 3.16.1.2 Existing Facility The current wastehauler station includes a dumping station that is located at the northeast margin of Plant No. 1,adjacent to the Ellis Avenue entrance. The dumping station can accommodate two trucks at one time in two separate waste hookups. Each waste hookup has a solid metal cover over a 4-inch quick-connect fitting. Waste discharged at the wastehauler dump station flows by gravity through two parallel 12-inch polyvinyl chloride (PVC) wastehauler lines,which drain to the 78-inch interplant influent interceptor pipeline. From there,wastehauler discharges flow to Plant No.2. The annular space in the casing includes an overflow drain that connects to the Sunflower trunk line.A wastehauler pump station is located just south of the dump station;however,it is abandoned and is not part of facility operations. 3-116 pwUa'Am�DIW39�Ms klaO17b .,PYWO 13IXSDo&N19-PbnW LE . 10PI M..1 3.16.1.3 Existing Operation Liquid waste(septage)and FOG are presently disposed of at the Plant No. 1 dumping station. Haulers enter the plant at the Ellis Avenue entrance, drop off a copy of their manifest outside the plant gate,and then proceed to the dumping station. When haulers arrive at the dump station,they connect one end of the discharge hose to their truck and the other end to the quick- connect fitting at the dump station. Next,they open their discharge valve allowing the waste to be released for treatment and disposal. All trucks are equipped with reversible pumps that can vacuum the waste from grease traps and pressurize the tank to discharge faster or discharge into a receiving tank. Any overflow,resulting from a connection plug,truck leak,or surface- rinsing runoff while the connector cover is off,flows to the overflow drain in the annular casing and into the Sunflower trunk line. FOG-laden wastewater is discharged from the haul truck at the dumping station and flows by gravity to the interplant influent interceptor pipeline,which drains to Plant No. 2. City water is used to flush the solids along the line. Operations staff reported that there is sufficient flow in the trunk line to Plant No.2 to prevent FOG from coating the line. The FOG,which has mixed with other wastewater flow during conveyance,proceeds through the normal treatment process at Plant No.2. Some FOG forms grease balls that are removed mechanically at the barscreens or manually at the aerated grit tanks. After screening and degritting at the headworks,floatable material is removed in the primary sedimentation tanks by the scum collection system. The collected scum consists of the FOG that was dumped by the FOG hauler as well as FOG transported to the plant from the wastewater collection system. The scum is periodically pumped and combined with primary sludge. This mixture then flows to the anaerobic digesters. Grease present in the scum/primary sludge has a tendency to coat the primary sludge lines. Consequently,constrictions in the pipe result in higher head loss,which reduces flow to the digesters. To alleviate this problem,parallel bypass piping has been provided to allow for periodic steam cleaning of the primary sludge line. Plant operators have observed that gas production at the digesters increases somewhat when FOG,mixed with primary sludge,reaches the digesters. Odor control is provided for the wastehauler hookup line and is discussed in the Master Plan Section 3.7. 3.16.2 Operational Philosophy The operational philosophy,with respect to the FOG collection and wastehauler station, involves the following: • Minimize FOG-related discharges into OCSD's collection system. • Minimize wastehauler truck traffic impacts and FOG-related odor impacts. • Manage FOG discharges into the wastewater treatment plants to minimize in-plant impacts and operational and labor costs. 3.16.3 Current Performance No performance data available. qvl/Gm6vLbcwrc�/Ckm/CAYICSD'103J9t00N:ti,erebka201]h§a2rPIeNQ�eptt)IXSDF 2017-Pb.i ,1. rc 3II] 3.O PIPNCTA.1 3.16.4 asign Criteria No design criteria available. 3.16.5 Planned Upgrades The following projects include planned upgrades to the OCSD plant air systems: Access from Ellis Avenue to the wastehauler station and the CNG fueling station will be eliminated by construction of the new 405 on-ramp by Caltrans. Relocation of these stations is necessary to prevent unnecessary traffic through the plant from a new plant entrance on Ellis Avenue,which will eliminate security issues associated with traffic through the plant.The new location will have an enclosure that will capture odors and convey them to the available scrubbing capacity at the Trunklines and Headworks odor control systems via the SALS wet well. 3-118 IX DFW N19-PbnW LE . 3.0PLAyrM..1 3.17 Physical Characteristics of Plant 1 This section provides a tabulated list of each process areas,the components comprised within that process area and their associated parameters. TABLE 9fi2 Plant No. I Physical Characteristics ITEM UNIT VALUE Screening Headworks 2 Screenings Number of Units - 4(3 duty, 1 standby) Type of Screen - Climber-Type Bar Screen Inclination Angle degrees from horizontal 80 Screen Field Width feet each 8 Clear Bar Spacing inch (2) 1-inch,(2)5/8-inch Influent Pumping Headworks 1 Number of Units - 2 Type of Pump - Constant Speed Drives Capacity Each mgd 30 Headworks2 Number of Units - 5(4 duty, 1 standby) Type of Pump - Variable Frequency Drives Capacity of Each mgd 70 Headworks 1 and Headworks 2 Total Rated Capacity mgd 280 w/130 standby Total Installed Pumping Capacity mgd 410 Sunflower Pump Station Number of Units - 2(1 duty, 1 standby) Type - Screw Capacity Each mgd 40 Steve Anderson Lift Sation(SALE) Number of Units - 4(3 duty, 1 standby) Type Screw Centrifugal Capacity mgd 20 Headworks 1 Grit Chamber(out of service) Number of Units - 2 Length feet 28 Width feet 20 Depth(feet) Feet 14 pvl wk,Dv�DIW39t00N:mbka201]h§a2rPIe� 3IXSDOW 2017-Pbmi ,1.d 3.119 3.O PIPNCTA.1 TABLE 3-62(CONMED) Plant No. l Physical Chatacteristics ITEM UNIT VALUE Pretreatment Facilities Roadworks 1 Grit Chamber(out of service) Number of Units - 2 Length feet 28 Width feet 20 Depth(feet) Feet 14 Headworks 2 Grit Chamber Number of Units - 5 Length feet 38 Width feet 20 Depth feet 14 Heatlworks 2 Grit Chamber,Air Supply Number of Units - 3(2 duty, 1 standby) Type - Multi-stage Centrifugal Capacity Each cfm 600 Primary Clarifiers Primary Clarifiers 1 and 2 Shape - Rectangular Number of Units - 2 Number of Tanks per Clarifier - 1 Average Design Flow mgd 6 Length feet 190 Width feet 40 Average Sidewater Depth feet 9 Primary Clarifiers 3,4,and 5 Shape - Circular Number of Units - 3 Number of Tanks per Clarifier - 1 Average Design Flow mgd 12 Average Sidewater Depth feet 9 Diameter feet 140 3-120 IXSDF N19-PlurW LE . IOPI M..1 TABIE3-62(CONTINUED) Plant Nb. I PhysicalCharacteristics ITEM UNIT VALUE Primary Clarifiers Primary Clarifiers 6-15 Shape - Rectangular Number of Units - 10 Number of Tanks per Clarifier - 2 Average Design Flow mgd 6 Length feet 195 Width feet 40 Average Sidewater Depth feet 11.3 Primary Clarifiers 16-31 Shape - Rectangular Number of Units 16 Number of Tanks per Clarifier - 2 Average Design Flaw mgd 6.25 Length feet 195 Width feet 40 Average Sidewater Depth feet 10,6 Dilute Sludge Recirculation Pumps PC 6-15 Dilute Sludge Recirculation Pumps Number of Units - 3(2 duty, 1 standby) Type - Chopper Capacity Each gpm 3,000 PCs 16-31 Dilute Sludge Recirculation Pumps Number of Units 3(2 duty, 1 standby) Type - Chopper Capacity Each gpm 3,000 Agitation Air Blowers PC 6-15 Agitation Air Blowers Number of Units - 2(1 duty, 1 standby) Type - Multi-stage Centrifugal Capacity Each cfm 750 PCs 16.31 Agitation Air Blowers Number of Units - 3(2 duty, 1 standby) Type - Multi-stage Centrifugal Capacity Each cfm 4,500 pwAGm6vLbowro�/Ctiem/CAYlCSD90339t00N mbka2019h§amrPle� 30L9DFW 2019-PbmD ,1. ¢ 3121 J.O PIPNCTA.1 TABIE3-62(CONIWUED) Plant No. I Physical Charactersucs ITEM UNIT VALUE Chemical Enhanced Primary Treatment PCs 16-31 Polymer Feed Pumps Number of Units - 6(4 duty,2 standby) Type - Progressive Cavity Capacity Each gph 2 to 17 PCs 16-31 Polymer Transfer Pumps Number of Units - 2(1 duty, 1 standby) Type - Progressive Cavity Capacity Each gph 20 PCs 16.31 Ferric Chloride Pumps(to sludge distribution flumes) Number of Units - 2(1 duty, 1 standby) Type - Diaphragm Capacity Each gph 30 Sludge Removal PCs 3,4 and 5 Thickened Sludge Pumps Number of Units 3 Type Progressive Cavity Capacity Each gpm 200 PCs 16-31 Thickened Sludge Pumps Number of Units 8 Type Progressive Cavity Capacity Each gpm 200 Scum Removal PC 6-15 Scum Pumps Number of Units - 4(2 duty,2 standby) Type - Progressive Cavity Capacity Each gpm 200 PCs 16-31 Scum Pumps Number of Units 8(4 duty,4 standby) Type - Progressive Cavity Capacity Each gpm 200 Trickling Filters Facility - Trickling Filters Number of Units - 2 Diameter feel 166 Depth feet 20 Average Design Flow mgd 30 Trickling Filter Pumps(Influent and Recirculation) Number of Units - 3(2 duty, 1 standby) Type - Vertical Diffusion Vane Capacity Each gpm 37.5 3-I22 ocsotme N17-Pm Wfmr. 10PI M.l TABLE 362(CONTINUED) Plant No. I Physical Characteristics ITEM UNIT VALUE Trickling Filters Facility Trickling Filter Ventilation Number of Units - 4(2 duty,2 standby) Type Fan Capacity Each schn 12,500 Secondary Clarifiers Shape - Circular Number of Units - 2 Diameter feet 175 Sidewater Depth feet 15 Sludge Pumps Number of Units - 3 Type - NEED INFO Capacity Each gpm 225 Scum Pumps Number of Units units 3 Type - NEED INFO Capacity gpm 50 Activated Sludge No. 1 Facility a PEPS Pump Station Number of Units - 3 Type Mixed Flow Capacity(each) mgd 45 Aeration Basins Number of Units - 10 Length feet 275 Width feet 45 Sidewater Depth feet 15 Volume(each) cubic feet 185,600 Aeration Blowers Number of Units - 5 Type _ Single-stage Dual Vane Centrifugal Capacity Each Sohn 29,100 pwAGm6vLbowronm/Ctiem/CAYl W(339t00N mbka2019h§amrPle� 30 DPhP 2019-Pbra b,1. ¢ 3123 3.O PIPNCTA.1 TABLE 362(WNI➢VDED) Plant No. I Ph ical Characteristics ITEM UNIT VALUE Activated Sludge No. 1 Facility Secondary Clarifiers Shape - Rectangular Number of Units - 26 Length feet 150 Width feet 40 Sidewater depth feet 10 RAS Pumps Number of Units unit 5(4 duty, 1 standby) Type - Vertical Mixed Flow Capacity Each mgd 17 WAS Pumps Number of Units - 4 Type - Centrifugal Capacity Each gpm 1,800(2),278(2) Activated Sludge No.2 Aeration Basins Number of Units unit 6 Length feet 227.21 Width feet 45 Water Depth feet 26 Volume(each) cubic feet 265,800 Aeration Blowers Number of Units - 4 Type - Single-stage Centrifugal Capacity Each scfrn 21,700 Secondary Clarifiers Shape - Rectangular Number of Units - 6 Diameter feet 155 Water Depth feet 16 Volume Each cubic feet 18,800 Mixed Liquor Recycle Pumps Number of Units - 6 Type - Submersible Capacity Each( gpm 14,000 3-124 IX DFTR N17-FlurW l&x. 10PI M.l TABLE 362(CONTINUED) Plant No. I Physical Characteristics ITEM UNIT VALUE Activated Sludge No.2 Surface Wasting Pumps Number of Units - 6 Type - Chopper Capacity Each gpm 200 Waste Side Stream Pumps Number of Units - 2 Type - Submersible Capacity Each gpm 1,900 RAS Pumps Number of Units - 12(2 per clarifier) Type - Centrifugal Capacity Each gpm 5,400 WAS Pumps—East Train Number of Units - 3(2 duty, 1 standby) Type - Progressive Cavity Capacity Each gpm 800 WAS Pumps—West Train Number of Units - 3(2 duty, 1 standby) Type - Progressive Cavity Capacity Each gpm 400 Scum Pumps Number of Units _ 6(2 pumps for each clarifier pair) Type - Centrifugal Chopper Capacity Each mgd 200 Thickening DAFT Units Number of Units - 6(0 duty,6 standby) Diameter g 40 Surface Area(4 units) sf 5,026 Design Hydraulic Loading4 gpm/sf 1.6 Design Solids Loading4 Ibs/sf/d 18 Thickening Centrifuges Number of Units - 3(2 duty, 1 standby) Design Hydraulic Loading3 gpm/unit 1,600 Design Solids Loading3 Ibs/hr/unit 16,000 ,, l/ w6vLbcwrctii/Ckm/CAYIC M(339t00N:mbka201]h§a2rPIe� 3IX DFMP 2017-Pbmi ,1. rc M25 3.O PIPNCTA.1 TABLE 362(WNTINU )) Plant No. I Physcal Characteristics ITEM UNIT VALUE Digestion Digesters Number of Units - 10(9 duty, 1 standby) Diameter feet 90(2), 110(8) Sidewater Depth feet 29 Volume MG 1.38(2),2.06(8) Dewatering Dewatering Centrifuge Units Number of Units - 3(2 duty, 1 standby) Maximum Solids Loading Ibs/hounit 7,000 Maximum Hydraulic Loading gpm/unit 1,000 Dry Solids Storage Cake Storage Silos Number of Units - 4 Storage Silos Volume cult 48,400 Central Generation Facility Engine Generator Units Number of Units _ 3 Engine Horsepower,at full load,each hp 3,471 engine Engine Speed rpm 400 Generator Output,each kW 2,500 Generator Voltage kV 12 Digester Gas Flow Rate, per engine cfm 730 generator Steam Boiler Number of Units _ 2 Capacity btu/hr NEED INFO Digester Gas Flow Rate, per steam cfm 185 boiler Digester Gas Equipment Digester Gas Compressors Number of Units _ 3 Capacity Each cfm 1,553 Discharge Pressure psig 78 Digester Gas Dryers Number of Units - 1 Capacity Each cfm 3,000 Siloxane Removal Systems(Gas Cleaning) Number of Units _ 2 Capacity Each cfm 3,000 3-ly IXSDINP N17-PbnW LE . 10PI M.l TABLE 362(CONTINUED) Plant No. I Physical Characteristics ITEM UNIT VALUE Digester Gas Equipment Waste Gas Flares Number of Units _ 3 Capacity Each chn 720 pwA m6vLbowro�m/CAYlCSD90339t00N mbk M17h wPle� 30 DP 2019-PbmD ,1. rc 1127 i---------------- i h L� ------ - .gv 71 -11 • o pis iiiiwl d $ § § $ § v € 3 E0 € 30 } O` Fa. PLANT NO.1 PRELIMINARY TREATMENT INDEX MAP EXHIBIT 3-1 ORANGE COUNTY \ SANITATION DISTRICT 2017 MASTER PLAN A00501]-1¢F33-i W]BFOOJ 0" RS 78' INTERPLANT DIVERSION ~ o- 0 U W 8"RE g aFETY n ADMINISTRATION 78' IRS J BUILDING TRANSITION SALE SJNFLOWER _ HUMAN BOX RESOURCES o BAR suxaawe x WAEIE-HAUIER 2 1Y' RE SCREENS I SU //FL��OWER 4' R INFLUENT r PUMPS M&D o O ry o N PC 3 xR 10" WE 9`L POkER P BLDG 3A N e a 1ryX DIGESTER ♦� INFORMATION 16 PC 4 SERVICES 4Y co � oPLANT N0. 1 \ PRELIMINARY TREATMENT DETAIL MAP EXHIBIT 3-2 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ s 1 IN I I I I PH I r!r, pge� PLANT NO.1 PRIMARY TREATMENT INDEX MAP a EXHIBIT 3-3 ORANGE COUNTY \ SANITATION DISTRICT 2017 MASTER PLAN OCSO13-1¢FN-i W]BFO°J aGR.X<X. r Mew M1P � / G as rct PCs — PC 8 PCB - V pp. �xSERNC6 PC 11 PO 1. - y; CMi BMX / - FC 11 PC 12 - gax O e PC _ S owezrzR - M — rc 21 PC=o — w � C� .n 80'PC C. O �� - Po 2J PG 22 - �& � IE IG IA 'PE I PC Fl�xBK a�x` X<I R 1G O M XB u c sX R3ec awxisou PC �i KFuiER BlU"hR L. PLANT NO. 1 PRIMARY TREATMENT DETAIL MAP EXHIBIT 3-4 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN — ° I nakling Filters r I I �; �aa'� aa as € aaaaaaaaa I I �$ $I $ § § $ $ $ $ $ $ $ $ $ $ $ $ $ I _ 111111111 .E I I I I - I I - I I I I �• --_________ Activated Sludge Activated Sludge Facility No. 1 Facility No. 2 PLANT NO.1 SECONDARY TREATMENT INDEX MAP EXHIBIT 3-5 ORANGE COUNTY \ SANITATION DISTRICT 2017 MASTER PLAN oa„ = K, $ artn z mrtn� � .L .aM R , �� o d lv i l i i i i E L—J evilmm.) 1 1 1 1 4 1 1 1 4 1 � z ! ixw �I d — 2 1 Nn«q 2 , _ — � /_ — r 1 Irvnx9v 1 airiw § i I i � RI- d tuPwmM]. pwinm v d a T env oismeu cw)�' �„ R R PLANT NO.1 tp � SECONDARY TREATMENT DETAIL MAP EXHIBIT 3-6 ORANGE COUNTY \ SANITATION DISTRICT 2017 MASTER PLAN 4 � � ❑ �� v us ss.v C - W7- :° g7 W. - � o I " a r 19 911 1 9 1 1 9 ? g 9 9 9 3 1 9 ! r L_J s a a am. DAFT UNITS ------------- i - s ;R+p PLANT NO.1 SOLIDS/GAS FACILITIES INDEX MAP EXHIBIT 3-7 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN R �ti PC 3 P ti PO &DG, BJ Z INFgiNATCN DIG+ESIFR PC l SERNLES lP Q IIFgtYATCN PC 1-2 / G IECHNOLOCY DI 10Es DIGEBIER PC 5 POMP + GENERATON wJONG DIGMWR 5 14 BAB 1FP5 DIGESTT pG11 R 8 PEJB GAS DIQ51Qt �ml UNG \ \Y� DIGESTER DIGE51Qt RLT:R 1 V ' 8 DIGESTER 10 i me to W DIGES A o•sE ] ITSC 1 J3 1 Qw � RUBE DICEBIER ii S �I J3 C BBO G PEPS 80' 93M 2 SLOG MWY JB 4 p C s ByN+BfG$ AT PA F F F F F F b R2 sc t— 3 WAST:BWD. 11M`v n"o(o°u. SC 5_ PLANT NO.1 5L, ] SOLIDS/GAS FACILITIES B_ DETAIL MAP EXHIBIT 3-8 BC 13� p BIJH:. B ORANGE COUNTY \ _ SANITATION DISTRICT 2017MASTER PLAN A00501]-1¢F%-iPo]W OOJ II I .A.rww� I FIT' 1 zz 1.5 ;'.mwea.aw w 1 1 ✓°" F 1 r I -�a I i __I ♦�a♦ 'tE 1 1 3 ..� I F� -- LL+..w.,w..a J °u ° Iwr...rw.. ... 1 L— nwwu -1--------J---------1 PLANT NO. 1 SOLIDS HANDLING SYSTEM (PROJECT P1-101) EXHIBIT 3-9 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ OCSO1]-1¢F3161 a]]WW.e� Digester l6 ter 15 arla )13 �ter10 Qer9 ie �I �rvn icee(xc)�• I LOG 12"LD0 10"LDD(bp) 1 P'LDG 11"LDG 11"LDG 16"LDG �a"LDO(bp d9) Digaster4 Digester it C Igeatere igeater7 —m Loa«vp) D iuea we or to-LDG +6-LDG e^HDG uvo) Gas +o-xco t6-xoo 6' xoG 1a^Loa 2a'•LDO xome 12'LbG Englne Generator ChIIIBC Water GmCompressor + "XDD to"xDG�o PIem3 (1YG) HBat Eaohanger ((YP) 8"XDG 12 LDG 8"NG flour 9oulpeln CBllWrnie Gae Do� cn Fla.. 3P'LDG OYF) +n D"paMerS HDG a^xo° 1r'Loo =7.D xG ❑ NO a..HDG Digealar6 at.... Boner PLANT NO. 1 DIGESTER GAS SYSEM EXHIBIT 3-10 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN — ° 0 DETAILA t � J G.aenawr , � euuwne J !! -yr c mnrea um F�a Room r, Low Pressure 'plaesler Gas �� xaew m i eons 1 Boma Gas Handlina Pioina G..Handlina Facilities © Gas Handling Eaalamen[ ■ PLANT NO. 1 • GAS HANDLING SYSTEM EXHIBIT 3-11 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN mr sm ...r.. s d A j JJ F V j ,amron<av -J Orang e County ^°4 f % Water P„ A Distric� �° py} I e s r m . 1" tr �y 'r7 / 8 >, J Dolan Map FREEr 7; Rr " A C Pnmmry i' Dump ami o� Fra m a", l _.--- � r v I WSSPS-1 1 Detall Map 1 r°mre..e.Pl� , m ° AFARAA 1rP'. :a^o-w :oo- - za•ws m mm a I I s a o wroo pm am w mor.l No .o r«rl Basennap Sid.streamlDrain Pioina Siaeslrearr in Eau'oment .LJsweAma N s.w.r 0 I+sa sm.m Dram DD -Juncuan Boxes N Wume$Wmarmam ❑ Caka Basin — �Bmoreswmore N or.me 0 smn . N smrm oa. � rain ocwo ® uannm. E ®awes rmure Wastewater Plolna sLarmar de Pump Ba...a.rents O OTunnels N PMImIna iTmnMenl Q s emarma Pump N P.m.,TreslmeM PLANT NO.1 la P`B'°B99 MAJOR SIDESTREAMS $ N sawnaary Tr.a)mam 'a SIMS Pioina EXHIBIT 3-12 N Rarerw Ounosls Concert°@EROC) A ORANGE COUNTY �l SANITATION DISTRICT 2017 MASTER PLAN A00501]-1¢F3�tiP]]BPW.a SEJB 6! WE JBR PC-1 PC-2 w 2 P9m .r „ � SUB PUB 1 noBMB MINAS 1 I TFE BE y R PC3 F . F w n v N N E JB1 SUB< +r s PCQ BEJB3 pLo 4 3 SUB P(,`S {®B4 tmRi q SUB PE � p IT a >t ww N' PRIMARY NIdJxEJIOAgA CLARIFIERS cl 6 THROUGH 31 'Fr PEPS SJB I N / mm SPLITIER BOX BIMiIIXIINMN / YNBPVrvtlNiE1B FVIIIRE (LEGEND v 1 1 =Feed Point PLANT NO. 1 �.l EFFLUENT DISINFECTION FEED POINTS EXHIBIT 3-13 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ hYluArnu. � e � e Y 1 M 1 � Oran a Coun J ` yrf J s d � z � - Pump SUtIon wow Debll Map "I ' o B+ae�m+ Potable Water Plolna Potable Water Equipment Buldin� ree ►� vniree nna.eore N P�a.wmrlcxy� �auxamg emn aome.e.oe.se N Irauanelwmr 9 6aanow weoemer — OFutum l uure Pump �ocwo � Tmx ®GWRSFuIun Q E,sh Srellon Fgwl¢e0.n Tmb O Tunmb ® Me r PLANT NO.1 POTABLE WATER * 6amPa LOCATION MAP • P.. Vses EEE (61nxs,We@r CAve6,66wrers,&c) m EXHIBIT 3-14 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN E Awrw a a 1 P geCpupty ,�,• Water District ocwp Red Imes r Y A. We Ppmp 2 t J a Plant Water py b Pump S!allon Detail Map J vow R _ aria spa H pull, I) see Punt Wat.ra • j Plan p st.tl.n �,It Detell Map IIII. See rearm Y . Gvr/iMEAwn Basernao Plant and Reclaimed Water Equipment Structures ►/ valve Future Stmdure O Meter e Bawnow PraWneass :T�:] '^ DCWD ■ seal Water Connection .wRS Fut re ,,thsalion Tanks ■ Instrumentation me�eie Pump Oi Plant Water Pumps Has.Contention RECLAIMED WATER • stainer LOCATION MAP Plant and Reclaimed Water Piping • Spray N Piam Water EXHIBIT 3-15 N Pv101 Plzm Water c / R.1tan ed Water ORANGE COUNTY second.,Effluent SANITATION DISTRICT 2017 MASTER PLAN J l Jl Jl 1L� � ❑ u ° INN 1, cl 12 EE o a ltllll�dURNVIIRNc"mo � .� JJJ @ry - Plant Water Pump Station 1 PLANT NO.1 NO This map has not been updated PLANT WATER SYSTEM to reflect modifications made after 2002. LOCATION MAP s m EXHIBIT 3-16 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN en..e ..... ,..... Tom, ... Ro a m 0) oil I ` fJ Basemap Plant Air Piping Plant Air Equipment m � __ Structures ^/ Instrument Air Dryer ' High Pressure Air Aflercoder _Trickling Filter Secondary Low Pressure Air Effluent Junction Box No.t - Air Receivers (TFSE JB-I) i OFuture Structure Compressors OCWD Blower _ Air Bubbler ®GWRS Future PLANT NO. 1 Equalizetlon Tanks PLANT AIR SYSTEM OTunnels EXHIBIT 3-17 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN Ellis Avenue N 7E5- It 0cWD gglwi -W i ;";11 R-F R-F 19 z LEGEND 0 Generator 0 Switchboard 0 MCC 0 Switchgear 0 Panel 0 Transforms, Mi Electrical Power Buildings\Rooms Structures Tunnels J MCC,Pannel,Switchboard,Switchgear OGenerator Transformer . PLANT NO.1 MAJOR ELECTRICAL FACILITIES :j LOCATION MAP EXHIBIT 3-18 GarfieldA—us :r ORANGE COUNTY I SANITATION DISTRICT 2017 MASTER PLAN AOCW1]9¢F3161 a]]B�W.a Engine Exhaust .._...._........._.........9b!111_._......__.._..............._....................._..._.._..1................. I Chl9en i Di star Gas i o ( Steam 9oiMr i engine Boiler Exhaust Feed Water Boilers llvpl Digester Gee Sludge jDigea Heat Exchangers „ coola.. 1 m„"g e Elecmciry CooIInG Wa[er -I--_--rl- I '� m-w- L Engine Generators 0yp13 Q 2500 kW _ _ _ _ _ -ol Digester Gas 1 Waste Heat i I Y Exchangers i Natural Gas i Steam Converter—and i. i C.n1.n satelCool- ed,I�, I_ ry t i Building A.uxilia oJacka' ' Heatin Waste Heat Water Heat Exchangers Exchangers + IIypl IiYpl To De aerator Cooun Y Water i �__ Heat RamverLWater__ _____ _ 91AC9a VUTC11 ---Pumps IHPI Q....w. ,a. a PLANT NO. 1 HEAT RECOVERY SYSTEM FLOW DIAGRAM EXHIBIT 3-19 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ E(iv Avenue I re, rt � Prelimina ..� ,a,.Treatm ent.n„m. rd•" .' a"„I Was_ • s, o� _ 1 ewnj > J 4 PTImarY „^•w�I"�'' �re� Q Tr ea Irff I �. 1. M. • •miAee• G��• S Detail ndling Handling [ffiawi�.AZ i I j I I Secondary Treatment L.. . . t It t 9Ye00p Der Control alolno Chemical EO JuI�Emenn r• G �P nE T �s�"A Nwe,wMxnq,y •u.m¢.iswwemmM A'� �rw u�swm.a Nax.mwar�wrewwea.el •� _ow.unmasaaure �w LaMwl Eeu"�eM mlulianM Q Fw reSwwre H w ^ C�emlcel _� ® Fe"Onlw•,a,w" �xvarcuv,=��e wo .9W e 1 ®ea"btl inb mxvw=nimim �••• �'"" re �xMo.=•m = PLANT NO.1 • b ODOR CONTROL FACILITIES LOCATION MAP EXHIQPa re.a.xre�= RANGECOUNT IT 3-20 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN Draft Report Orange County Sanitation District Facilities Master Plan 2017 Chapter 4 Plant 1%. 2 November 2017 pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017I.i %aa\ ap r4 MDM 2017-P6t[ 2d x Contents Chapter 4 Section Page 4.0 Plant No.2............................................................................................................................4-6 4.1 Preliminary Treatment.........................................................................................................4-6 4.1.1 Overview....................................................................................................................4-6 4.1.2 Operational Philosophy............................................................................................4-8 4.1.3 Current Performance.................................................................................................4-9 4.1.4 Design Criteria for Current Facilities......................................................................4-9 4.1.5 Planned Upgrades Currently In Design...............................................................4-12 4.1.6 Criticality Table........................................................................................................4-12 4.2 Primary Treatment.............................................................................................................4-13 4.2.1 Overview..................................................................................................................4-13 4.2.2 Operational Philosophy..........................................................................................4-14 4.2.1 Primary Clarifier Capacity.....................................................................................4-16 4.2.2 Current Performance...............................................................................................4-16 4.2.3 Design Criteria for Current Facilities....................................................................4-17 4.2.4 Planned Upgrades Currently In Design...............................................................4-19 4.2.5 Criticality Table........................................................................................................4-19 4.2.3 Overview..................................................................................................................4-20 4.2.4 Plant Flow Routing..................................................................................................4-21 4.2.5 Activated Sludge Facility........................................................................................4-21 4.2.6 Facility Flow Routing..............................................................................................4-22 4.2.7 Activated Sludge Aeration Basins.........................................................................4-22 4.2.8 Secondary Clarifiers................................................................................................4-22 4.2.9 Operational Philosophy..........................................................................................4-27 4.2.10 Current Performance..................................................................................4-36 4.2.11 Design Criteria............................................................................................4-36 4.2.12 Planned Upgrades......................................................................................4-38 4.3 Solids Treatment and Gas Handling................................................................................4-40 4.3.1 Overview..................................................................................................................4-40 4.3.2 Operational Philosophy..........................................................................................4-43 4.3.3 Current Performance...............................................................................................4-44 4.3.4 Design Criteria.........................................................................................................4-46 4.3.5 Planned Upgrades...................................................................................................4-47 4.3.6 Criticality Table........................................................................................................4-48 4.4 Side Stream Management..................................................................................................4-49 4.4.1 Overview..................................................................................................................4-49 4.4.2 Operational Philosophy..........................................................................................4-49 4.4.3 Current Performance...............................................................................................4-50 4.4.4 Design Criteria.........................................................................................................4-57 4.4.5 Planned Upgrades...................................................................................................4-60 pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRtire Wb 017I.i.Pb.\ ap ,4 MDM 2017-P6,[ 2d 1 CONTENTS 4.5 Effluent Disinfection..........................................................................................................4-60 4.5.1 Overview..................................................................................................................4-60 4.5.2 Equipment................................................................................................................4-62 4.5.3 Operational Philosophy..........................................................................................4-68 4.5.4 Current Performance...............................................................................................4-70 4.5.5 Design Criteria.........................................................................................................4-71 4.5.6 Planned Upgrades...................................................................................................4-73 4.6 Outfall Facilities..................................................................................................................4-74 4.6.1 Overview..................................................................................................................4-74 4.6.2 Operational Philosophy..........................................................................................4-78 4.6.3 Current Performance...............................................................................................4-80 4.6.4 Design Criteria.........................................................................................................4-81 4.6.5 Planned Upgrades...................................................................................................4-82 4.7 Odor Control.......................................................................................................................4-82 4.7.1 Overview..................................................................................................................4-82 4.7.2 Treatment Plant Odor Control Facilities..............................................................4-83 4.7.3 Plant Odor Complaint Response...........................................................................4-tO 4.8 Water Utility Systems........................................................................................................4-86 4.8.1 Overview..................................................................................................................4-86 4.8.2 Operational Philosophy..........................................................................................4-89 4.8.3 Current Performance...............................................................................................4-89 4.8.4 References.................................................................................................................4-91 4.9 CENGEN FACILITIES.......................................................................................................4-91 4.9.1 Overview..................................................................................................................4-91 4.9.2 Operational Philosophy..........................................................................................4-93 4.9.3 Design Criteria.........................................................................................................4-96 4.9.4 Planned Upgrades...................................................................................................4-96 4.10 Power Supply and Heating...............................................................................................4-97 4.11.1 Overview......................................................................................................4-97 4.10.2 Operational Philosophy.............................................................................4-97 4.10.3 Current Performance..................................................................................4-98 4.10.4 Design Criteria..........................................................................................4-100 4.10.5 Planned Upgrades....................................................................................4-100 4.11 Electrical Distribution System........................................................................................4-100 4.11.1 Overview....................................................................................................4-100 4.11.2 Operational Philosophy...........................................................................4-103 4.11.3 Current Performance................................................................................4-103 4.11.4 Design Criteria..........................................................................................4-103 4.11.5 Planned Upgrades....................................................................................4-103 4.12 Standby Diesel Generators..............................................................................................4-104 4.12.1 Overview....................................................................................................4-104 4.12.2 Operational Philosophy...........................................................................4-104 4.12.3 Current Performance................................................................................4-106 4.12.4 Design Criteria..........................................................................................4-106 4.12.5 Planned Upgrades....................................................................................4-106 4.13 Uninterruptable Power Systems.....................................................................................4-107 4.13.1 Overview....................................................................................................4-107 4.13.2 Operational Philosophy...........................................................................4-108 0 Pb.\Qa 4 MDR&2017-Plain N.2,d CONTENTS 4.13.3 Current Performance................................................................................4-108 4.13.4 Design Criteria..........................................................................................4-108 4.13.5 Planned Upgrades....................................................................................4-108 4.14 Communication(IT Systems,SCADA).........................................................................4-109 4.14.1 Overview....................................................................................................4-109 4.14.2 Operational Philosophy...........................................................................4-111 4.14.3 Current Performance................................................................................4-111 4.14.4 Design Criteria..........................................................................................4-112 4.14.5 Planned Upgrades....................................................................................4-112 4.15 Plant Air System...............................................................................................................4-113 4.15.1 Overview....................................................................................................4-113 4.15.2 Operational Philosophy...........................................................................4-113 4.16 Current Performance........................................................................................................4-114 4.16.1 Design Criteria..........................................................................................4-114 4.16.2 Planned Upgrades....................................................................................4-114 4.17 Physical Characteristics of Plant 2..................................................................................4-115 Tables Table 44 Plant No.2 Trunk Line Connections.......................................................................4-8 Table 4-2 Design Criteria for Headworks at Plant No. 2.....................................................4-11 Table 4-3 Primary Clarifiers at Plant No. 2...........................................................................4-15 Table 44 CEPT Ferric Chloride Feed Points at Plant No.2................................................4-17 Table 4-5 CEPT Anionic Polymer Feed Points at Plant No.2.............................................4-17 Table 4-6 Primary Clarifier Operational and Standby Capacity at Plant No.2...............4-18 Table 4-7 Summary of Plant No. 2-Primary Clarifiers A-Side Performance.................4-19 Table 4-8 Summary of Plant No. 2-Primary Clarifiers B-Side and C-Side Performance..............................................................................................................4-19 Table 4-9 Primary Treatment Chemical Use at Plant No.2 for FY 2014-15 and FY2015-16.................................................................................................................449 Table 3-17 Design Criteria for Primary Clarifiers D to Q......................................................4-20 Table 441 OCSD Consent Decree Completion Dates...........................................................4-22 Table 442 Plant No.2 Secondary Treatment Facilities.........................................................4-23 Table 443 Plant No.2 Activated Sludge Facility-Major Components.............................4-23 Table 444 Plant No.2 Trickling Filters and Solids Contact-Major Components...........4-26 Table 445 Summary of Plant No. 2 Activated Sludge Effluent Quality (2011-2016 Averages)..................................................................................................................4-38 Table 446 Summary of Plant No. 2 TFSC Effluent Quality (2011-2016 Averages)...........4-38 Table 4-17 Design Criteria for Plant No. 2 Activated Sludge Facility,Mode: Carbonaceous...........................................................................................................4-38 Table 4-18 Design Criteria for Plant 2 Trickling Filter Solids Contact................................4-39 Table 449 Plant No.2 Solids Handling Major Components................................................4-42 Table 4-20 Plant No.2 Digester Gas Handling Major Components....................................4-43 Table 4-21 Plant No.2 Digesters and Digested Sludge Holding Tanks..............................4-43 Table 4-22 Plant No.2 Digester Gas Compressors.................................................................4-45 Table 4-23 Summary of Performance for Sludge and Solids Handling and Odor Control at Plant No. 2..............................................................................................4-46 Table 4-24 Plant No. 2 Sludge and Solids Handling Facilities Basis of Design.................4-48 p..\\QmAdnc..\Ckm/CNOCSD(106391ONRtire Wb 0171. . 4 MEM 2017-PWn 2d 0 CONTENTS Table 4-25 Plant No.2 Side Streams.........................................................................................4-53 Table 4-26 Plant No.2 WSSPS-A-Major Components........................................................4-59 Table 4-27 Plant No.2 WSSPS-B-Major Components.........................................................4-59 Table 4-28 Plant No.2 WSSPS-C Major Components............................................................4-60 Table 4-29 Plant No.2 WSSPS-D Major Components...........................................................4-60 Table 4-30 Plant No.2 WSSPS-E Major Components............................................................4-61 Table 4-31 Plant No.2 WSSPS-F Major Components............................................................4-61 Table 4-29 Plant No.2 Bleach Feed Points..............................................................................4-63 Table 4-30 Plant No. 2 Sodium Bisulfite Feed Points.............................................................4-64 Table 4-31 Plant No.2 Bleach Station Equipment Summary................................................4-64 Table 4-32 Pump Feed Locations..............................................................................................4-65 Table 4-33 Plant No.2 TFSC (P2-90)Sodium Hypochlorite Equipment Summary..........4-66 Table 4-34 Pump Feed Locations..............................................................................................4-67 Table 4-35 Plant No.2 Sodium Bisulfite Station Equipment Summary..............................4-68 Table 4-36 Total Chlorine Residual-Effluent Limitations(refer to 2017 permit, expectedlate 2017)...................................................................................................4-71 Table 4-37 Plant No.2 Activated Sludge Bleach Station Design Criteria...........................4-73 Table 4-38 Plant No.2 TFSC Bleach Station Design Criteria................................................4-73 Table 4-39 Plant No.2 Sodium Bisulfite Design Criteria......................................................4-74 Table 439 Facilities involved with Effluent Disposal...........................................................4-76 Table 4-40 OCWD Outfall Relief Capacity..............................................................................4-77 Table 4-41 Ocean Outfall Booster Station(COBS) Major Components..............................4-78 Table 4-42 Effluent Pump Station Amex (EPSA)Major Components...............................4-78 Table 4-43 Outfall Pipeline Facilities........................................................................................4-79 Table 4-44 Emergency Overflow Weirs (Discharge Serial No. 003)....................................4-80 Table 4-45 Summary of Bacterial Standards (Median or Mean Concentrations)..............4-82 Table 446 Current Performance of Ocean Outfall Pumping System(Disinfection under normal conditions discontinued in July 2015).........................................4-82 Table 449 LOFLO PS Major Components..............................................................................4-83 Table 4-50 Existing and Planned Odor Control Facilities at Plant No.2............................4-85 Table 4-50 Odorants Identified per Plant Process Area,their Characteristics,and NuisanceLevels.......................................................................................................4-86 Table 4-52 Water Utility Systems..............................................................................................4-88 Table 4-53 Water System by Usage.........................................................................................4-89 Table 4-54 Plant No.2 City Water Pump Station-Major Components.............................4-90 Table 4-55 Plant No.2 Plant Water Pump Station-Major Components...........................4-90 Table 4-56 Plant No.2 Auxiliary Plant Water Pump Station-Major Components (Will be demolished as put of P2-110).................................................................4-91 Table 4-57 Estimates of Potable,Reclaimed, and Plant Water Demands-Plant No.2....4-91 Table 4-58 Details of Cengen Generators at Plant No. 2.......................................................4-94 Table 4-59 Fiscal Year 201546 Electrical use..........................................................................4-97 Table 460 Fiscal Year 201546 Natural Gas Use.....................................................................4-97 Table 4-61 Design Criteria for the Cengen Facilities and Digester Gas Utilization and Equipment at Plant No.2.......................................................................................4-99 Table 462 Fiscal Year 2015-16 Electrical Use........................................................................4-102 Table 463 Fiscal Year 2015-16 Natural Gas Use...................................................................4-102 Table 464 Plant No.2 Standby Generation Summary........................................................4-109 Table 465 Communications Systems....................................................................................4-112 N Pb.\Qa 4 MDR&2017-Plain N.2,d CONTENTS Table 4-66 Communications Systems (Highlighted cells represent areas currently underconstruction)...............................................................................................4-115 Table 4-67 Plant No. 1 and Plant No.2 High Pressure Air Systems..................................4-117 table 4-68 Plant No.2 Physical Characteristics....................................................................4-118 Figures Figure 4-1 Plant No.2 Secondary Flow Split..........................................................................4-30 Figure 4-2 Solids Routing at Plant No. 2.................................................................................442 Figure 4-3 Plant No.2 Cengen Heat Recovery Loops Schematic........................................4-95 Exhibits Exhibit 4-1 Plant No.2 Preliminary Treatment Index Map Exhibit 4-2 Plant No.2 Preliminary Treatment Detail Map Exhibit 4-3 Plant No.2 Primary Treatment Index Map Exhibit 4-4 Plant No.2 Primary Treatment Detail Map Exhibit 4-5 Plant No.2 Secondary Treatment Index Map Exhibit 4-6 Plant No.2 Activated Sludge Detail Map Exhibit 4-7 Plant No.2 Trickling Filter Facility Map Exhibit 4-8 Plant No.2 Sohds/Gas Facilities Index Map Exhibit 4-9 Plant No.2 Solids/Gas Facilities Detail Map Exhibit 4-10 Plant No.2 Digester Gas System Exhibit 4-11 Plant No.2 Major Sidestreams Exhibit 4-12 Plant No.2 Effluent Disinfection Feed Points Exhibit 4-13 Plant No.2 Ocean Outfall Facilities Index Map Exhibit 4-14 Plant No.2 Ocean Outfall Facilities Detail Map Exhibit 4-15 Plant No.2 Potable Water System Location Map Exhibit 4-16 Plant No.2 Reclaimed Water System Location Map Exhibit 4-17 Plant No.2 Plant Water System Location Map Exhibit 4-18 Plant No.2 High Pressure Air System Location Map Exhibit 4-19 Plant No.2 Major Electrical Facilities Location Map Exhibit 4-20 Plant No.2 Heat Recovery System Flow Diagram Exhibit 4-21 Plant No.2 Odor Control Facilities Location Map Appendices Appendix B TPODS pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017I.i Pba\ ap r4 MDM 2017-P6t[ 2d x V 4.0 PLANT NO.2 4.0 Plant No. 2 4.1 Preliminary Treatment 4.1.1 Overview Plant No.2 receives wastewater primarily from the western and coastal parts of the service area. Plant No.2 Preliminary Treatment Index and Details are shown on Exhibits 4-1 and 4- 2.Trunk lines connecting to Plant No.2 are fisted in Table 44.The Newport Force Main connects to the Coast Trunk upstream of the Diversion Structure within Plant No.2. TASTE 4-1 Plant M.2 Tnmk Line Connections Trunk Sewer Rated Capacity (Meter Name) Service Areas Pipe Size (mad) Interplant and Knott(Interplant E and W) Consolidated 96-inch RCP 131 Magnolia-Bushard(Bushard) 2,3,11 108-inch RCP 178 Miller-Holder(Miller Holder) 3.11 78-inch RCP 64 Coast 5,6, 11 84-inch RCP 19 Newport Force Main(AS 5 and 6) 5,6, 11 42-inch RCP 40 Completed in 2011,the Headworks provides all preliminary treatment at Plant No.2.It has a rated capacity of 340 million gallons per day(mgd). The diversion and influent metering structures contain instruments that monitor influent wastewater characteristics entering Plant No.2.Each of the four trunk lines is monitored for flow,pH,conductivity,temperature,and level;flows are measured with magnetic flowmeters. These structures also have motorized gates,stop plate guides,and removable concrete walls so flow can be diverted from one trunk to another for meter or gate maintenance. There are six mechanically cleaned climber bar screens with dedicated inlet and outlet isolation gates and one emergency bypass channel.Screenings removed by each of the three bar screens are transported by a dedicated water sluiceway to three screenings washers/compactors.The processed screenings are then transported by shaftless screw conveyors to a trailer in an enclosed building for off-site disposal. The Influent Pump Station consists of a split wet well and a dry pit that houses seven vertical non-clog centrifugal main sewage pumps(five duty,two standby).Each pump is rated for 68 mgd and is driven by a 700-horsepower (hp)motor with a variable frequency drive (VFD). The station is designed for a peak wet weather flow of 340 mgd. pn.\\QmAo\Acwrem\Ckm/CNOCSD'H6391ONRhe Wb 017I.i Pba\ ap r4MDM 201)-P6t[ 2d x 46 CONTENTS The wet well consists of two compartments allowing a portion of the wet well to be isolated for maintenance.A wet well equalization gate is located in the common wall between the two compartments.A level monitoring system for the wet well provides data for automatic control of the main sewage pumps and alarm activation. The grit removal system consists of six vortex grit basins. The peak wet weather capacity is 340 mgd with all six grit basins in service.Each grit basin includes a mixer,an inlet gate,a grit hopper,and an outlet gate. Effluent from the grit basins flows into the primary influent splitter box and is then conveyed to three primary influent distribution structures by primary influent pipelines.After grit settles,it is collected in the grit hopper. The grit hopper"fluff" system injects water and/or air into the bottom of the grit hoppers near the grit pump suction inlets to re-suspend grit that has collected in the hopper before a pumping cycle begins. The grit pumping system,which cycles on/off based on a timer, pumps grit slurry from the grit basins to the grit dewatering units at the Grit Handling Building. The grit dewatering and loading system concentrates and dewaters the pumped grit slurry. This system includes pneumatic-actuated feed valves and four grit dewatering units. Each grit dewatering unit consists of a grit dewatering auger and a classifier fitted with three cyclones.Dewatering augers discharge grit into a common trailer.To achieve even distribution in the trailer,discharge points can be adjusted. The Primary Splitter Structure provides a controlled flow split to the three downstream primary distribution structures. This structure has a three-compartment configuration that uses weir plates to achieve the flow split. Weir isolation gates adjust the active weir length in each compartment. The number of open weir isolation gates in each compartment corresponds to the number of primary clarifiers served by the associated primary distribution structures. Two gates allow for flow equalization between compartments.Scum weir gates and high-volume sprayers facilitate scum movement for removal in primary clarifiers.Three primary splitter gates allow for isolated each compartment of the Primary Splitter Structure. The primary influent metering structure includes three magnetic flowmeters to individually meter the flow rate to each primary distribution structure. Two automatic samplers take samples from the grit basin effluent channel upstream of the Primary Splitter Structure.Ferric chloride is injected in either the Primary Splitter Structure compartments or in the primary influent meter pipelines downstream of the influent flowmeters. The headworks structure is fully enclosed.Odorous air is continuously withdrawn from the various odor sources including,influent diversion,bar screens,pumping, grit handling,and splitter boxes.The collected air is treated in a two-stage treatment consisting of bioscrubbers pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017I.i Pba\ ap r4 MDM 2017-P6ntN 2d x 47 4.0 PLANT NO.2 and chemical scrubbers. Odor control is discussed in more detail in Section 4.8 of this chapter. The Headworks Ferric Chloride Facility consists of two bulk storage tanks and a chemical feed system with six chemical metering pumps.Ferric chloride is added to the primary influent flow stream either at the Primary Splitter Structure or at the primary influent metering structure downstream of the primary influent flowmeters.The ferric chloride addition provides for odor control,chemically enhanced primary treatment,and H2S control in digester gas. 4.1.2 Operational Philosophy Normally,individual trunk line flows remain separated throughout the diversion structure and the influent metering structure.This allows for monitoring influent wastewater characteristics,including flow rate. When the inlet and outlet gates for a bar screen are open,the associated bar screen channel is considered on-line.When the inlet and outlet gates for a bar screen are closed,the associated bar screen channel is considered off-line.Normally,at least two bar screen channels are on-line. Bar screens in on-line channels operate according to a timer and the differential level across the screens.Additional channels ("Lag" screens) are brought on-line by high levels in the inlet channel,high differential level, or by bar screen failure.Operations staff determines when to take such lag bar screen channels off-line to return to normal operation. The influent pump station consists of seven main sewage pumps,all with VFDs.The pumps operate to maintain a wet well level setpoint. Depending on the influent flow rate,the pump speed is varied and additional units are brought on-line or off-line,as needed,to maintain the level setpoint. Normally,one or two pumps operate. When operating with two or more pumps simultaneously,their speeds are synchronized.If the wet well level drops below the setpoint value while the Lead pump is running below the low speed setpoint for a time delay,the pump speed is clamped at the minimum speed,and the pump operates in fill-draw mode. During normal operation,at least two grit basins are in service.Additional grit basins are placed into service based on the influent flow rate.Operations staff determines when to place additional grit basins into or out of service based on the total influent flow rate.Each grit basin is designed to handle up to approximately 57 mgd. To withdraw grit that has settled at the bottom of the grit basins,grit pumps cycle on and off using a timer.When a grit pump is called to start,water or air is first injected into the bottom of the grit basin hopper to re-suspend settled grit.The grit pumps then withdraw grit slurry from the grit basins and feed the grit dewatering units at the Grit Handling 48 pn.\Ykm6iVMwremn`,Ctiem/CNOCS�'103}9FOON:MenbksY201]h§srer P6n\Qa 4MwW 201]-Plain N..id CONTENTS Building,which concentrate and dewater grit slurry.The dewatered grit is discharged into a trailer for disposal. Effluent from the Headworks is split and routed to the three Distribution Structures. The flow split is accomplished by operating weir isolation gates at the primary sputter structure. The number of open weir isolation gates in each splitter compartment corresponds to the number of primary clarifiers served by the associated Distribution Structures.The flow split ratio between the three Distribution Structure's is maintained regardless of the total influent flow if the number of open weir gates in each compartment remains unmodified. The primary influent flowmeters housed in the primary splitter structure provide flow data, which is used for flow-pacing ferric chloride into the primary influent streams. Ferric chloride is added at the Headworks as part of chemically enhanced primary treatment(CEPT).This is discussed in detailed in Section 4.3 of this chapter. Odor control is discussed in detail in Section 4.8. Chemical addition for odor control is discussed in detail in Section 4.8. 4.1.3 Current Performance Treatment Plant Operational Data(TPODS) are presented in Appendix B. For Fiscal Year(FY)2015-16, grit and screenings removal averaged 181 tons at Plant No.2. With an average flow of 66 mgd,this equates to 180 lbs/day/MG. 4.1.4 Design Criteria for Current Facilities Design criteria for Headworks we provided in Table 4-2. TASTE 4-2 Iksign Ofteria fx Hmduolts at Plant tb.2 Item Design Value Flow Rates Average Flow(mgd) 144 Peak Dry Weather Flow(mgd) 187 Peak Wet Weather Flow(mgd) 340 Influent Trunks Peak Flow Rates 96-inch Interplant(mgd) 131 108-inch Bushard (mgd) 178 78-inch Miller-Holder(mgd) 64 84-inch Coast including Distncts 5&6 Flows(mgd) 59 Influent Metering Flowmeter Type Magnetic Interplant Trunk Meter Size(inch) 72 Bushard Trunk Meter Size(inch) 84 p..\\QmAdncwrem\Ckm/CNOCSD'103391ONRhe Wb 017I.i Pba\ ap r4MDFTP 201)-P6t[ 2d x 49 4.0 PLANT NO.2 TABLE 4-2 Desigin Criteria for l*adao&at Plant Mo.2 Item Design Value Miller-Holder Tmnk Meter Size(inch) 54 Coast Trunk Meter Size(inch) 48 Bar Screens Type Climber Number of Channels 6+ 1 Emergency Bypass Number of Bar Screens 5+ 1 standby Maximum Flow per Screen(mgd) 68 Width(feet) 8 Water Depth at Peak Design Flow(feet) 8.5 Bar Spacing(inch) 5/8 Bar Width(inch) 3/8 Clear Screen Velocity at PW W F(fps) 3 Design Head Loss Across Bar Screen(inch) 12 Screenings Handling Raw Screenings Conveyance Type of Conveyor Water Sluiceway Number of Conveyors 2 Screenings WashedCompaction Type of Washer/Compactor Shaftless Screw with Mechanical Agitator Number of Units 3 Hydraulic Capacity,each(gpm) 2,000 Capacity in Washing Mode,each(cu fghr) 30 Capacity in Continuous Discharge Mode,each(cu 70 ft/hr) Screenings Loading/Storage Transport UniVStorege 40-CY Trailer Number of Loading Bays 1 Number of Screenings Transport Conveyors 3 Type of Screenings Transport Conveyor Shaftless Screw Number of Screenings Loading Conveyors 1 Type of Screenings Loading Conveyor Shaftless Screw Influent Pumps Type Vertical,Centrifugal Non-Clog Number 5+2 standby Design Flow per pump(mgd) 68 Design Head(feet) 43 Minimum Flow per Pump(mgd) 29 Motor Size(hp) 700 Speed Control VFD Maximum Speed(rpm) 350 410 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h§srer P6n\Qaper4IXSDFM1P 201)-Plain No.idoca CONTENTS TABLE 4-2 Des' C)*ria for 11badworks at Plant No.2 Item Design Value Grit Removal Type of Grid Basins Vortex Number of Grit Basins 6 Diameter(feet) 24 Maximum Flow,each(mgd) 57 Minimum Flow,each(mgd) 7 Grit Handling Grit Pumping Type Recessed Impeller Number 6duty Design Flow,each(gpm) 600 Motor Size(hp) 50 Grit Cyclones Number of Cyclones per Classifier 3 Cyclone Design Feed Flow Rate,each(gpm) 600 Grit Classifiers Classifier Capacity(gpm) 90 Number of Classifiers 4 Grit Capacity,each(tons/hr) 4 Primary Influent Splitter A-Side Weir Isolation Gates 5 B-Side Weir Isolation Gates 5 C-Side Weir Isolation Gates 5 Ferric Chloride Facility Ferric Chloride Dose(mg/L) Minimum 10 Average 23 Peak 30 Ferric Chloride Feed Pumps Type Mechanically Actuated Diaphragm Number 3+3 Standby Minimum Feed Rate(gph) 5 Average Feed Rate(gph) 230 Maximum Feed Rate(gph) 240 Ferric Chloride Storage Tanks Number 2 Material FRP Diameter(feet) 14 Nominal Capacity,each(gallons) 23,000 Primary Influent Metering pw.\\QmAdAcwrem\Clem/CNOCSD'103391O 1R bka201)I.i Pba\Cfiap r4MDFW 2017-PkrtN 2d x 411 4.0 PLANT NO.2 TABLE 42 Desigin Criteria Tor Heada &at Plant Tb.2 Item Design Value Flowmeter Type Magnetic A-Side Meter Size(inch) 66 B-Side Meter Size(inch) 72 C-Side Meter Size(inch) 72 4.1.5 Planned Lbgrades Currently In Design This project will modify the Headworks to accommodate two treatment trains,with the south half dedicated to the reclaimable flows and the north half dedicated to the non- reclaimable flows.The non-reclaimable streams include the Santa Ana River Interceptor (SARI),which is diverted from Plant No. 1 to Plant No. 2 through the Interplant Interceptor, and thickening and dewatering side streams generated at Plant No. 1. Each half of the headworks will be isolated from the other by installing motorized gates at key locations. Automated isolation gates will also be installed to simplify operations during peak wet weather events when both sides of the Headworks are needed to treat all influent flows.As part of this project, the Headworks rated peak wet weather capacity may be reduced from 340 mgd to 317 mgd to match existing secondary capacity and to improve flexibility when modifying the pumps to accommodate lower flows and two treatment trains. The project team is currently determining the design criteria for the planned upgrades. 4.1.6 Criticality Table The term"criticality," as applied to a particular equipment unit,refers to that unit's likely consequence of failure. These failure consequences are broken into categories according to various process requirements. The information below was taken from the revised (2012) Criticality table,originally from the 2007 Energy Master Plan. Equipment in this process area generally falls into the following categories: • Water-In:Influent pumping,flow control gates,screening/grit removal. • Process Control:Instrumentation,lighting panels,communications,SCADA,valve/gate operators. • Sump Pumps: — Diversion Pumping:Ellis Pump Station. • Area Classification:Ventilation fans. • Odor Control: scrubber equipment,supply,and exhaust fans. • Administration/Maintenance. 412 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h .,P6n\Qaper4MDP 2017-PlainN..2,d CONTENTS The main criticality category affected by equipment in this process area is Water-In (influent pumping).This includes influent pumps(main sewage pumps),bar screens,and diversion gates. 4.2 Primary Treatment After preliminary treatment,primary clarifiers remove the settleable and floatable solids in the wastewater.Sludge and scum are sent to anaerobic digesters for stabilization. 4.2.1 Overview Plant No.2 Primary Treatment Index and Details are shown on Exhibits 4-3 and 4-4. Table 4-3 lists the primary clarifiers at Plant No. 2.All clarifiers are identified alphabetically so they are not confused with clarifiers at Plant No.1,which are identified numerically. TABLE 4-3 Pmmw Qadfiem at Plan[Not Clarifier No.of Capacity Total Project Year No. Shape Units Each Capacity Installed Installed (m9d) (m9d) D Circular 1 12 12 P2-2 1960 E Circular 1 12 12 P2-3 1963 F Circular 1 12 12 P2-5 1963 G Circular 1 12 12 P2-5 1963 H Circular 1 12 12 P2-12 1966 1 Circular 1 12 12 P2-14 1970 J and K Circular 2 12 24 P2-16 1971 L and M Circular 2 12 24 P2-19 1972 O and P Circular 2 12 24 P2-25-1A 1983 0 and N Circular 2 12 24 P2-26 1985 Total 14 168 The Plant No.2 primary clarifiers are grouped into three groups,or"sides": A side,B side, and C side. All are 140-foot-diameter circular clarifiers,with a 12-mgd capacity. Each side is served by a distribution structure that receives flow from Headworks. The A-side clarifiers include D,E,F,and G clarifiers.The B-side clarifiers include H,I,J,K and L clarifiers.The C-side clarifiers include M,N,O,P and Q clarifiers. Primary effluent from the clarifiers can be routed either southerly to the Oxygen Activated Sludge (AS)Plant or the Trickling Filter Solids Contact(TFSC)facility.In an extreme emergency where secondary treatment is unavailable,primary effluent can be routed directly to the outfall system. Sludge and scum from the clarifiers is pumped to a central sludge complex in the digester area and then pumped to digesters. pn.\\QmAo\Acwrem\Ckm/CNOCSD'10339)041 abka2017I.i PbasC ap r4MDM 201)-P6n[Na 2d x 413 4.0 PLANT NO.2 In addition to the clarifiers described above,the first clarifiers,A,B, and C(rectangular),can no longer be operated as clarifiers but can provide approximately 1.3 million gallons of emergency effluent storage.These basins were previously used as primary clarifiers but have since been converted to emergency storage basins that can also be filled with final effluent from the outfall channel system during an emergency. All sludge withdrawal equipment in the basins has been removed,and the basins will be removed in the near future by Project No.P2-110. The odor control facilities are described in detail in Section 4.8 of this chapter. 4.2.2 Operational Philosophy The effluent structure for Primary Clarifiers AB,and C is configured so water enters the basins when the water level in the Ocean Outfall Booster Station(GOBS)and Effluent Pump Station Annex(EPSA)wet wells exceeds an elevation of 8.25 feet.This is below the 10.25- foot elevation of the Santa Ana River discharge weirs.These clarifiers are to be demolished under Project P2-110. All clarifiers receive primary influent from the Headworks through one of three distribution structures (DS-A,DS-B,and DS-C).The clarifiers,as previously mentioned,are grouped into three banks (A-side,B-side,and C-side).Each clarifier bank is fed from its respective distribution structure.Motorized gates on the distribution structures direct flow to the individual clarifiers. The A-side clarifiers(D-G) receive flow from DSA. The B-side clarifiers(H-L) receive wastewater from DS-B and can receive belt filter press filtrate from the belt filter press facility.When the new centrifuge dewatering facility is placed in service when Project P2-92 is complete,centrate line will be installed to all three distribution structures.DS-B has one unused potential pipe connection with a bulkhead already in place. The C-side clarifiers (M-Q) receive wastewater from DS-C and flows from the WSSPS near Digester P. Plant No.2 uses CEPT in the primary basins to remove readily settleable solids. With CEPT, effluent quality is unproved and H2S in the digester gas is reduced.The process is generally controlled at the Headworks by feeding each of the three sets of clarifiers.Ferric chloride is added to the primary influent stream at the primary influent metering structure downstream of the primary influent flowmeters for each side of the primary plant.Polymer is added to the three distribution structures that feed the primary clarifiers.Ferric chloride is typically dosed at approximately 20 mg/liter(L).The dose for polymer varies depending on the type of polymer used.Regular jar testing by Operations staff determines the specific dose rates for ferric chloride and for polymer. CEPT feed points for Plant No. 2 are summarized in Tables 4-4 and 4-5. 414 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h§srer P6n\Qa 4MDMW 201]-Plain N..id CONTENTS TABLE 44 CEPTFe1ric C7lbride Feed Points at Plant M.2 Primary Feed Point Clarifiers Fed Description Headworks Primary Influent Metering Box A-Side Splilter Box A feeds A-side Primary Clarifiers. B-Side Splitter Box B feeds B-side Primary Clarifiers. C-Side Splitter Box C feeds Cside Primary Clarifiers. TABLE4-5 CEPf'Aniorac PolynerFeedPoinu atPlant Vb.2 Primary Feed Point Clarifiers Fed Description Distribution Structure A(DS A) A-Side Individual feed to each PC. Distribution Structure B(DS B) B-Side Individual feed to each PC. Distribution Structure C(DS C) C-Side Individual feed to each PC. Each pair of primary clarifiers has a sludge-pumping station,for a total of seven sludge-pumping stations at Plant No. 2. Each station includes three progressive cavity sludge and scum pumps. Primary sludge is pumped to a central sludge complex in the digester area.From there,it is distributed to the digesters. Generally,the Orange County Sanitation District(OCSD)operates the clarifiers at approximately 12-inch-thick sludge blanket levels,providing a sludge density of approximately 5 percent solids.Progressive cavity pumps pump this sludge to the digesters. Sludge and scum are collected by slow-moving scrapers and baffles on the clarifiers' sweep arms.The scrapers and baffles push the scum onto a beach to separate it from the water,and then drop it into a scum pit.The scum in the scum pit is decanted at each pair of clarifiers. After decanting,the scum is pumped as needed from each scum pit to the central sludge complex using one of the progressive cavity sludge/scum pumps. All primary clarifiers discharge primary effluent to a piping system,which collects flow and routes it to secondary treatment processes pump stations. Plant No.2 has two secondary treatment processes that receive primary effluent.Though the piping system allows for primary effluent to be directed to either process,the A side of the primary treatment system is better situated to feed the Oxygen Activated Sludge (AS)plant,whereas the B side and C side are better situated to feed the Trickling Filter Solids Contact (TFSC)facility. Flow from the B side and C side of the primary plant that travels to the AS plant is limited due to a 54-inch section of line within the piping system that feeds the AS plant. Field tests have indicated that flow from the B side and C side through the 54-inch line is limited to about 65 mgd. pv.\\QmAo\Acwrem\Clam/CNOCSD'103391ONRheabka201)I.i Pba\Cfiap r4MDM 201)-P6t[ 2d x 415 4.0 PLANT NO.2 During an emergency where secondary treatment is not available,primary effluent can overflow a weir at the TFSC pump station or a weir gate can be opened at EPSA.Primary effluent can be directed to the outfall system by opening a gate on the PEDB,bypassing secondary treatment.A future project will eliminate the primary effluent line to the outfall system. 4.2.1 Primary Clarifier Capacity In general,the most significant flow rates for master planning are the Average Daily Flow (ADF) and Peak Wet Weather Flow (PW WF). The ADF capacity is the flow rate the facility can operate efficiently at for long periods of time. It is intended to cover the normal flow range that occurs each day. The PW WF capacity is a maximum flow the facility can operate at within regulatory compliance for short periods of time.Because PW WF conditions occur infrequently, occasionally operating under this condition would not significantly affect either the life of the equipment or the plant's operating economics. The capacity of the treatment facilities is determined for the various flow rates and conditions under which the facilities are expected to operate. Table 46 summarizes the PC capacity at Plant No. 2. TABLE 46 Prirnmy Clarifier Operational and Ste Capacir,at Plant fb.2 Installed ADF Capacity ADF Rated Capacity PW WF Rated Capacity (Reliable Capacity) (Reliable Capacity) Basin Capacity Total Capacity Total Capacity Total No. pertank Capacity pertank Capacity pertank Capacity Units (mgd) (mgd) Units (mgd) (mgd) Units (mgd) (mgd) A Side 4 12 48 3' 12 36 3' 24 72 (D,E, F,G) B Side 5 12 60 5 12 60 5 24 120 (H, I,J,K, Q C Side 5 12 60 5 12 60 5 24 120 (M,N,O,P,Q) Subtotals 14 168 156 312 ' One basin on the A side is assumed to be out of service under the criteria of the single largest unit being out of service.This assumption represents the mrstcase scenario for plant hydraulics because it brings the greatest flow from the 108-inch primary effluent pipeline to the Activated Sludge Plant through the 54-inch primary effluent pipeline. 4.2.2 Current Performance The Treatment Plant Operational Data Summary (TPODS)is presented in Appendix B. The FY 2015-16 biochemical oxygen demand (BOD)and total suspended solids(TSS) removal efficiencies of PCs on the A side are shown in Table 4-7. 416 pn.\\C1m6iVbcwreinn`,CI'em/CNOCSD'103}9FOON:Menbka/N17 h .,P6n\Qaper4IXSDFW 2017-PlainN..2,d CONTENTS TABLE 4-7 Suntrarry ofPlant Nb.2—Prinary Crucifers A-Side Performance Constituent Plant Influent(mg/L)' Primary Effluent(mg/L) Removal Rate BOD 330 78 76% TSS' 370 64 83% Source:OCSD July 2015 to June 2016 Operations Report,TPODS Data(OCSD,2016). The constituent data for primary influent and primary effluent are based on the average mg/L readings taken from July 2015 to June 2016. Removal Rate%= ([Plant Influent—Primary Effluent[/Plant Influent)x 100. r Influent TSS mg/L has been corrected for the contribution maintenance, belt press filtrate(including P1 dewatering filtrate),and side stream(cooling water,secondary scum water, 'D'DAFT underflow and secondary basin drainage). The FY 2015-16 BOD and TSS removal efficiencies of PCs on the B side and C side are shown in Table 4-8. TABLE 4-8 Summary a ofPlant No.2—Primary Clarifters BSide and C-Side Perfomance Constituent Plant Influent(mg/L)' Primary Effluent(mg/L) Removal Rate BOD 330 78 78% TSS' 370 74 80% Source:OCSD July 2015 to June 2016 Operations Report,TPODS Data(OCSD,2016). The constituent data for primary influent and primary effluent are based on the average of the monthly mg/L readings taken from July 2014 up to June 2016. Removal Rate%=([Plant Influent—Primary Effluent]/Plant Influent)x 100. Influent TSS mg/L has been corrected for the contribution maintenance,belt press filtrate(including P1 dewatering filtrate),and side stream(cooling water,secondary scum water, 'D'DAFT underfloor and secondary basin drainage). Primary treatment chemical use at Plant No.2 for FY 2014-15 and FY 2015-16 is summarized in Table 4-9. TABLE 4-9 Prarary Treatment Chemical Use at Plant Nb.2 for FY2014-15 and FY2015-16 Chemical 2014 Amount(gal) 2015 Amount Basis (gal) Anionic Polymer—2%solution 291,494 248,196 P2 Solids Anionic Polymer—29%emulsifier 0 0 P2 Solids Ferric Chloride—physical/chemical 1,469,258 818,601 P2 Solids Source:OCSD July 2014 to June 2015 and July 2015 to June 2016 Operations Report,TPODS Data(OCSD, 2016). 4.2.3 Design Criteria for Current Facilities Design criteria for PCs D to Q at Plant No.2 are provided in Table 4-10. I�.v.\\QmAo\Acwrem\Chm/CNOCSD'103391ONRhe Wb 017I.i Pba\ ap r4 MDM 2017-P6t[ 2d x 417 4.0 PLANT NO.2 TABLE 3-17 asign Criteria fore ' Clarifiers Dto Criteria by Primary Clariflem Parameter D-G Shape Circular Primary ClarifierslThickeners Number 14(1 standby) Number of Tanks per 1 Clarifierr-hickener Average Design Flow 12 mgd Average Design Overflow Rate 760 Peak Dry Weather Overflow Rate 1559 Length N/A Width N/A Average Sidewater Depth 9 fl Diameter 140 R Volume(per clarifier) N/A Detention Time at Total Design Flow N/A Weir Length Frank 440 h. Weir Overflow Rate @ Total Design N/A Flow Flow Installed Design Flow 36 mgd Sludge Recycle N/A GWRS Return N/A Net Design Flow N/A (without sludge recycle or GWRS) Installed PW W F 72 mgd Standby Criteria 1 OS Chemically Enhanced Primary Treatment(CEPT) Sludge Target Density 5% Ferric Chloride Dosage N/A Polymer Dosage N/A Sludge Pumps Type Horizontal,2-Stage, Progressive Cavity Pump, Constant Speed Number of Pumps 21, 3 per basin(2 duty, 1 standby) Peaking Factor N/A Capacity Each N/A Scum Pumps Type Vertical Chopper Pumps,Centrifugal Pump,Constant Speed Number of Pumps 7, 1 per clarifier pair Capacity Each N/A Scum Box Grinder 418 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h .,P6n\Qa 4MDFW 2017-PlainN..2,d CONTENTS TABLE 3-17 asign Criteria for Prrnary Clarifiers Dto Criteria by Primary Clariflere Parameter D•D Number of Grinders 14(1 per clarifier) Capacity Each 600 gpm Motor Horsepower 3 hp Collector Drives Number 14(1 per clarifier) Motor Horsepower 1.5 hp Polymer Feed Pumps Type N/A Number of Pumps N/A Capacity Each N/A Polymer Transfer Pumps Type N/A Number of Pumps N/A Capacity Each N/A Ferric Chloride Pumps(to sludge distribution flumes) Type N/A Number of Pumps N/A Capacity Each N/A OS-Out of service Source: Project P2-60 Technical Memorandum 1, Design Parameters, Rev C December 2004, Section 4.2.3 OCSD 2004 . 4.2.4 Planned Upgrades Currently In Design As part of this project,PCs D-G will be demolished and replaced with new clarifiers.The remaining clarifiers will be sequentially removed from service for rehabilitation. As part of Project P2-98,the A-side clarifiers will be dedicated to sending SARI and other non-reclaimable flows to the AS plant after the GWRS Final Expansion.The B-side and C- side clarifiers will treat reclaimable flows,which will be conveyed to the TFSC facility for treatment. Under project P2-110 PCs A,B and C will be removed. 4.2.5 Criticality Table The term"criticality," as applied to a particular equipment unit,refers to the likely consequence of that unit failing.These failure consequences are broken into categories according to various process requirements. Information in the following sections was taken from the revised(2012) Criticality Table from the original 2007 Energy Master Plan. p..\\QmAdncw MUvm/CNOCSD'103391ONRtie Wb 0171.i Pbanap r4MDM 2017-P6ntN 2d x 419 4.0 PLANT NO.2 Equipment in this process area generally falls into the categories listed below. It includes the main process equipment and any supporting equipment. • Process Control:Power supply transformers and panels assumed to power instrumentation,SCADA,and communications equipment. • Sump Pumps. • Ocean Permit:PC drives,scum collectors,primary sludge and scum pumps,and agitation air blowers. • Area Classification:Ventilation fans in areas classified as being either"hazardous" or "explosive." • Odor Control: Supply and exhaust fans. • Administration/Maintenance:Noncritical process lighting and HVAC. The main criticality category affected by equipment in this process area is the Ocean Permit. This includes PC drives and primary sludge pumps.Secondary Treatment 4.2.3 Overview OCSD completed its expansion of the secondary treatment facilities at Plant No.1 and No. 2 in response to two major policy changes.The first policy change was a 2002 decision to upgrade the level of treatment to full secondary treatment standards as defined in the Clean Water Act.This expansion was completed in 2012.The second policy change was the 1999 Strategic Plan recommendations for the GWRS and the GAP,both operated by the Orange County Water District(OCWD),in an effort to support water reclamation. The 2002 decision resulted in the consent decree dates shown in Table 4-11. TABLE 4-11 OCSDComveor Decree Co Ietion Dates Date I Requirement March 15, 2006 Completion of the Plant No. 1 Trickling Filter Facility(Project P1-76) January 15,2009 Complete Rehabilitation of the Plant No.2 Activated Sludge Facility(Project P2-74) February 15,2011 Completion of the Plant No.2 Trickling Filter/Solids Contact Facility(Project P2-90) November 15,2012 Completion of the Plant No. 1 Activated Sludge Facility No.2(Project P1-102) December 31,2012 Achieve Full Compliance with the Secondary Treatment Requirements Currently,the Trickling Filter Solids Contact Process and the Activated Sludge Process provide secondary treatment at Plant No.2.Table 6-7 summarizes the secondary treatment facilities. 420 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h .,P6n\Qa 40SDFW 2017-PlainN..2,d CONTENTS TAB E412 Plant fb.2 Sew Tmaarent Faces Capacity Facility Year ADF Peak Main Secondary Name Type Installed Project (mgd) (mgd) Treatment Unit Clarifiers Activated High Purity 1983 P2-23-6 90 135 8 Aeration 12 Sludge Oxygen 1993 P2-42-2 Basins Activated 2008 P2-74 Sludge Trickling Trickling Filters 2011 P2-90 60 182 3 Trickling 6 Filters Solids Contact Filters (TFSC) Total Capacity 150 317 4.2.4 Plant Flow Routing Primary effluent comes to the secondary facilities at Plant No.2 through two main pipelines. The first is a 108-inch primary effluent pipeline that runs east-west.The TFSC takes primary effluent from a connection to this pipeline (i.e.PEDS) for secondary treatment.A second primary effluent pipeline joins the 108-inch primary effluent with a 54-inch butterfly valve, bringing primary effluent south to the PEPS for secondary treatment by the activated sludge facility.Project P2-98 will replace the 54-inch primary effluent piping to eliminate current hydraulic bottlenecks. Secondary effluent from the existing activated sludge facility travels north to COBS and/or EPSA for discharge into the ocean.Secondary effluent from the TFSC travels south to the same outfall wet well system. 4.2.5 Activated Sludge Facility The facility includes the major components listed in Table 4-13. TAB E4-13 Plant No.2 Activated Sludge Facility 1Vhjor Components Parameter Value PEPS 4 pumps(all variable speed) vertical turbine mixed flow 50 mgd @ 22 feet TDH each,300 hp Total station capacity of 20 mgd to 150 mgd Aeration Basins 8 aerobic reactor trains 4 stages per tank,46 feet x 46 feet each Maximum water depth=16.5 feet(1,044,627 gallons each) Secondary Clarifiers 12 clarifiers 225 feet by 60 feet; 13.5 feet side water depth 7 double-weir launders per tank 3 20-feet wide chain and flight mechanisms West RAS Pump Station 3 RAS pumps(10,625 gpm @ 31.5 TDH each),variable speed 2 WAS pumps(1,400 gpm @ 90 TDH each),variable speed pv.\\QmAo\Acwrem\Cl'em/CNOCSD'103391ONRheabka201)I.i Pba\ ap r4MDM 201)-Phx[ 2d x 421 4.0 PLANT NO.2 TABLE 4-13 Plant M.2 Activated Sludge Facility-hb' r Components Parameter Value East RAS Pump Station 3 RAS pumps(10,625 gpm @ 31.5 TDH each),variable speed 2 WAS pumps(1,400 gpm @ 90 TDH each),variable speed Oxygen Delivery/Storage Facility 2 Liquid oxygen(LOX)storage tanks(40,000 gallons each);2 Vapodzem 4.2.6 Facility Flow Routing Primary effluent enters this facility from the primary clarifiers through a 54-inch pipeline to an 84-inch primary effluent pipeline.This 84-inch line runs south to the PEPS;from the PEPS,it is pumped to the activated sludge facility.The northernmost clarifiers(all C-side clarifiers and most of the B-side clarifiers)connect to the 108-inch primary effluent pipeline, while the southernmost clarifiers (some B-side clarifiers and the A-side clarifiers) connect to the 54-inch and then the 84-inch pipeline.In general,primary effluent from the northern clarifiers will flow to TFSC(P2-90),and effluent from the southern clarifiers will be treated by the activated sludge facility. The primary flow source to the PEPS is through the primary effluent pipeline from the primary clarifiers.A 24-inch dissolved air flotation thickener(DAFT)underdrain and an 18- inch storm drain are also available,both of which have flap gates at the PEPS wet well to prevent backflow or odor from escaping. Effluent from the secondary clarifiers is pumped to the ocean outfall system.It is either discharged to OOBS through an 84-inch pipeline to JB-8 or intercepted by the secondary effluent junction box and sent to the EPSA. 4.2.7 Activated Sludge Aeration Basins Each aeration tank has four stages in series separated by concrete baffle walls along the tank at equal intervals. Each baffle wall has five openings across the bottom,two foam slots near the water surface,and a gas port at the top center.Oxygen is piped to the first stage of each reactor tank and flows from stage to stage via gas ports in the dividing walls between each stage.Surface aerators are mounted to the aeration tank slab roofs at the center of each stage. Primary effluent is pumped from PEPS to an influent splitter box at the head of the aeration tanks. Flow enters each tank through a submerged opening at the front wall of each stage. Mixed liquor from the aeration tanks flows through 30-inch pipes(two per tank) to an aerated channel at the head end of the secondary clarifiers. 4.2.8 Secondary Clarifiers Each secondary clarifier has three openings from an aerated channel conveying mixed liquor along the head of the clarifiers.Gates at these openings can be used for isolation or flow control. 422 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h .,P6n\Qa 4MDFNP 2017-PlainN..2,d CONTENTS Each clarifier has three parallel chain-and-flight collectors that move scum to a scum trough at the downstream end and push settled sludge to the sludge sump at the front end of each tank.A cross collector moves sludge to the sludge sump.Two of the longitudinal collectors have a common drive,as do the third longitudinal collector and the cross collector. Sludge is withdrawn from the clarifier sump and discharged to the sludge box above the sump.Sludge flows from the sludge box through a rate controller butterfly valve located in the secondary clarifier tunnel.The sludge discharges to a common sludge-withdrawal line for all the secondary clarifiers. Double-weir launders,oriented perpendicular to the tank length,collect effluent overflow into longitudinal troughs that feed an effluent channel along the entire width of the clarifiers.A concrete double-trough upstream of the launder collects scum as it flows over a weir. This connects the upstream trough to a downstream trough feeding a Parshall flume, which discharges to a scum pit on the west side of Clarifier A. There are two RAS pump stations:The West RAS Pump Station(West RAS) and the East RAS Pump Station(East RAS). These pump stations are located in the tunnels along the east and west side of the aeration reactors.Each pump station has three RAS pumps and two waste activated sludge(WAS) pumps. Sludge-withdrawal piping from the clarifiers shares a common header,which allows sludge from all clarifiers to be conveyed to either pump station.The valve configuration allows sludge from the first six clarifiers to be conveyed to the West RAS,and sludge from the last six clarifiers to be conveyed to the East RAS. The RAS line from the West RAS feeds the first four aeration tanks,and the RAS line from the East RAS feeds the last four tanks.The piping,however,can be configured to divert all RAS flow to one of the aeration tank trains. RAS is pumped to the influent distribution box at the front end of each aeration tank,where it flows over a weir into the first stage of the tanks. The RAS system has three modes of operation:constant flow,constant percent recycle,or constant mixed liquor suspended solids(MLSS)using density meters at suction headers.P1-74 installed new NaOCI injection lines into the RAS lines at both the east and west side RAS PS.WAS from the West RAS and East RAS is pumped to a common discharge pipe and routed to the DAFT units for thickening. The activated sludge aeration basins are covered to maintain high oxygen levels,but they contain odors as well. There are two 40,000 gal liquid oxygen (LOX) storage tanks and two sets of vaporizers fenced within this facility. LOX is delivered to the facility by truck several tunes per week. 4.2.8.4.1 General Project P2-90 constructed Trickling Filters A through C,Solids Contact and Sludge Reaeration Reactors (SRRs)A through D,and Secondary Clarifiers A through F. pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017I.i.Pb.\ ap ,4 MDM 2017-P6,[ 2do 4n 4.0 PLANT NO.2 The facility includes the major components listed in Table 4-14. TABLE 4-14 Plant No.2 Trickling Filters and Solids Gwam—NisjorCDmponems Parameter Value Trickling Filter Pump Station 6 pumps(5 duty, 1 standby)36.4 mgd each,300 hp variable speed vertical turbine solids handling pumps Firm capacity=5 x 36.4= 182 mgd Trickling Filters 3 trickling fillers with modular plastic cross-flaw media,dame covered 150-foot diameter x 10-foot depth 2 recirculation fans per trickling filter, 53,000 scfm(1 duty, 1 standby) 1 foul air fan per trickling filter, 11,000 scfm Solids Contact Basins 4 basins with fine bubble aeration Sludge Reaeration Basins 4 basins with fine bubble aeration Trickling Filter Secondary 6 clarifiers, 135-foot diameter, 19-foot side water depth Clarifiers EDls,flocculating center wells,hydraulic suction-type sludge collectors,and inboard launders Return Secondary Sludge 2 per clarifier(total of 12) Pumps(Clarifiers) variable speed,vertical turbine,solids handling pumps 6.25 mgd,40 hp each Waste Secondary Sludge 3 pumps (SRR/SCR)Pumps variable speed,horizontal centrifugal solids handling pumps 720 gpm,25 hp each. Aeration Blower Building 3 solids contact blowers(2 duty, 1 standby) (Solids Contactors) multi-stage centrifugal 4,200 scfin each at 10.5 psig,300 hp Aeration Blower Building 3 sludge reaemtion blowers(2 duty, 1 standby) (Sludge Reaemtion) multi-stage centrifugal 2,100 scfin each at 10.5 psig,200 hp Odor Control(Trickling 3 chemical scrubbers(11,000 schn max air flow per scrubber, 6 it vessel Filters only) diameter,8 ft packed bed depth,23 fit max height) 2 recirculation pumps per scrubber(1 duty+ 1 standby) 3 Foul Air Fans(1 per trickling filter):Centrifugal Fiberglass Reinforced Plastic (11,000 cfrn @ 30 HP each) 3 Activated Carbon filters SRR—sludge reaeralion reactor SCR—solids contact reactor 4.2.8.4.2 Facility Flow Routine Influent Primary influent to this facility comes through a 108-inch primary effluent pipeline,which connects to a diversion structure called the Primary Effluent Distribution Box (PEDS) on the existing 108-inch primary effluent pipeline. The TFPS contains vertical turbine solids handling pumps,with space for two future pumps.The pumps share a common inlet sump and discharge to a common 724nch 4-2I pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h .,P6n\Qa 4MDFM1P 2017-PlatN..2,d CONTENTS manifold. Isolation valves are configured so that each trickling filter normally has a pair of dedicated pumps. Flowmeters are on the individual discharge lines to each trickling filter.A passive overflow weir at the TFPS allows for emergency bypass of primary effluent to the outfall system. E uent The TFSC has provisions for effluent disinfection,which are currently not in operation. The combined effluent from the clarifiers is conveyed through a 120-inch-diameter pipe to the existing outfall system,where it is blended with the other discharges from Plant No. 1 and No.2.The discharge pipe includes a flowmeter to measure secondary effluent flow to the existing outfall system. 4.2.8.4.3 Trickling Filters The trickling filters are equipped with modular plastic cross-flow media.The trickling filter distributors can vary the rotational speed for flushing.The filters are covered with domes and have fans that recirculate air from the plenum to the dome,improving oxygen supply to the biomass. Each filter treats off-gas through activated carbon towers.Fresh air enters the trickling filters through gravity vents and openings at the base of the trickling filter domes. 4.2.8.4.4 Solids Contact Reactors and Sludge Reaeration Reactors Trickling filter effluent flows to the solids contact reactors (SCRs).Return secondary sludge (RSS) from the sludge reaeration reactors(SRRs)is normally blended with the trickling filter effluent in the trickling filter effluent channels before distribution to the SCRs. Four SCRs provide one-half of the solids contact process volume,with the remaining volume provided in the aerated mixed liquor channels between the SCRs and the fast trickling filter clarifier distribution structure.Each SCR has two motorized inlet gates for flow distribution.Oxygen is transferred to the process fluid through flexible-membrane fine bubble diffusion equipment.Flow leaves the SCRs through weirs and launders that control the water surface elevation level of the SRRs and SCRs. There are also four SRRs.Inlet gates provide flow distribution,and flexible-membrane fine bubble diffusion equipment provides oxygen transfer to the process fluid.Flow exits the SRRs through motorized gates.Provisions for surface wasting of RSS from the downstream end of the SRRs are provided by manual slot weirs,which also prevent foam and scum buildup.Discharge from the reactor drain gate travels to the trickling filter process drain station. The RSS is returned at the northern end of the SRRs,with separate RSS conduits for the east and west trickling filter clarifiers.The RSS can be combined before distributing it to the SRRs,or the facility can be operated as two parallel plants. Lastly,the center channels in the SCRs and gating allow for bypassing flow directly to the secondary clarifiers. pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017I.i Pbanap r4 MDM 2017-P6t[ 2d x 425 4.0 PLANT NO.2 The TFSC facility can be operated without the solids contact portion of the system operating.In this mode,the facility operates more like a traditional pickling filter.However, the effluent is of lesser quality. 4.2.8.4.5 Secondary Clarifiers Trickling filter clarifiers are flocculator-type with a center-feed/hydraulic-sludge-collection mechanism and a circular flocculator center well.An inboard launder collects the effluent. Flow traveling to the clarifiers passes through cut throat flumes from the mined liquor channels and 60-inch pipes to each clarifier's center feed well.Settled solids enter a manifold at the bottom of the collector mechanism.Each trickling filter clarifier has two dedicated variable-speed,solids-handling RSS pumps,each with a magnetic flowmeter;the pumps withdraw sludge and discharge into two common 36-inch manifolds conveying the flow back to the RSS control structure at the northern end of the SCR.A portion of the sludge is wasted to the existing DAFTs to maintain a desired SRT in the SCR. Scum is collected in a scum sump located in the scum-collection ring. This ring consists of a vertical constant-speed cantilever pump,a level transmitter, discharge piping,and isolation valves.An additional scum pump is located at the end of the mixed liquor channels.Each scum pump discharges into the common header,which contains a flowmeter.Scum flows to the DAFTs or headworks. 4.2.8.4.6 Solids Hardline Each clarifier has two RSS pumps located on the sludge discharge line,for a total of 12. The SRR/SCR structure has three waste secondary sludge pumps. 4.2.8.4.7 Aeration Blowers Two sets of blowers provide low-pressure air to the fine bubble diffusers in the SRRs,SCRs, and associated channels.For each system, there are three blowers. The solids contact blower system serves the SCRs, the west and east mixed liquor channels, and the trickling filter effluent channels. The SR blower system serves the SRBs,the west and east RSS channels,and the RSS distribution channel. 4.2.8.4.8 Odor Control Tricklinz Filters The odor control system for the trickling filters uses geodesic domes (covers),forced ventilation,and chemical scrubbers followed by carbon filters. Fresh air is introduced into the trickling filters through eight gravity vent intakes that penetrate the domes.These intakes operate in conjunction with the forced air system,which consists of two air recirculation fans,one foul air fan,and a carbon filter. One recirculation fan operates with the other unit as a standby.As air is vented or recirculated through the 426 pn.\Ykm6iVMwremn`,Ctiem/CNOCSr'103}9FOON:MenbksYt01]h§ererP6n\Qaper 4 MmW W1]-Plain N..id CONTENTS domes,it is drawn through the media and directed to a foul air plenum at the edge of the structure.From this location,the foul air can be recirculated through the trickling filter or extracted from the system through the foul air fan and treated with the associated chemical scrubber carbon filter. Each trickling filter has the capacity to recirculate 55,000 cubic feet per minute (cfm).Foul air can be removed from each trickling filter to the chemical scrubbers at 11,000 cfm. This equates to a total air flow through the media of 66,000 cfm.When the scrubber is out of service,the higher capacity recirculation fan can use a fresh air intake on the recirculation fan intake duct to ventilate the space above the media. Each trickling filter dome has four access doors and an aluminum walkway that provides access to the full perimeter of the dome. The access doors are typically opened and used as exhaust points for ventilating air during maintenance activities. TFPS Wet Well The foul air generated in the TFPS wet well is routed through an 8-inch FRP foul air pipeline to the Trickling Filter C odor control facility.This 8-inch line will connect to the Trickling Filter C's 30-inch foul air piping associated with the foul air fan,and will be controlled by manipulating an 8-inch butterfly valve. Odor control consists of three foul air exhaust ducts (one from each clarifier), three exhaust blowers, three chemical scrubbers,three activated carbon units(each venting a single trickling filter),and three exhaust stacks. Refer to Section 4.8 for more information about odor control. Disinfection Secondary effluent from the trickling filters can be disinfected with 12.5 percent sodium hypochlorite (NaOCI). However,this is not currently practiced. 4.2.9 Operational Philosophy The Plant No.2 secondary treatment facilities were upgraded to meet the secondary standards of the Clean Water Act. The ratio of flows between the AS and the TFSC vary according to total plant flow. The flow split between the two for years 2011-2015 is shown in Figure 4-1. The flow setpoint is derived from either the raw sewage flowmeters or the primary effluent flowmeters.It is delayed to allow for the transit time between the meters and the PEPS. The flow split between the AS and TFSC is controlled by the pumps and wet well levels in those facilities. PEPS provides primary influent to AS,and the TFPS provides primary influent to TFSC. pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017I.i Pba\ ap r4 MDM 2017-P6ntN 2d x 427 4.0 PLANT NO. 2 Average Flow eo 70 60 50 a c° 40 a 20 30 0 2010 2011 2012 2013 2014 no 2016 Year TPOASFb I^iN tTF/SCFka(mo) FIGURE 4-1 Plant No.2 Scc dary Flaw Split 4.2.9.2.1 General The plant is divided into east and west trains,each with four aeration tanks and six clarifiers.Each train has a separate return activated sludge pump station.Pure oxygen is supplied by the oxygen storage facility. 4.2.9.2.2 Facility Flow Routine In uent The PEPS pumps control flow to this facility based on the total plant flow. The PEPS has an operating range of 20 mgd to 150 mgd with one pump out of service. In this mode,the variable speed pumps will maintain the desired flow rate. There has been concern that pipeline hydraulics could limit the amount of flow coming to the AS from the northern clarifiers.The P2-98 Primary Clarifiers Rehabilitation& Replacement Project will address current hydraulic bottlenecks in the PE piping. E uent Effluent from the secondary clarifiers travels to the outfall system for ocean disposal. From the clarifiers,effluent flows through an 84-inch pipeline to JB-8 and then to the GOBS. The Secondary Junction Box can also intercept flow on the 84-inch of pipe and send it to the EPSA. 423 N17-M aN 2d . CONTENTS 4.2.9.2.3 AS Reactors Primary effluent is pumped from PEPS to an influent splitter box at the head of the AS reactors.Flow enters each tank through a submerged opening at the front wall of each stage. Under normal operations,four,six,or eight reactors are in service.The process uses four stages in each reactor. Between each stage is a baffle wall with five openings across the bottom,two foam slots near the water surface,and a gas port at the top center. Oxygen from the oxygen storage facility is piped to the first stage of each reactor tank. Oxygen flows from stage to stage via the gas ports in the dividing walls between the stages and is transferred to the water by continuously operating the surface aerators in each zone. Mixed liquor flow to the reactors is controlled by fixed weirs in Stage 4;it then flows by gravity through 30-inch pipes (two per aeration tank)to an aerated channel at the head end of the secondary clarifiers. 4.2.9.2.4 Secondary Clarifiers The mixed liquor in the aerated channel is fed to the secondary clarifiers by controlling the three gates at the head of each basin. Each of the three parallel chain-and-flight collectors are continuously operated to move scum to a scum trough at the downstream end and push settled sludge to the front of each tank,where a cross collector moves sludge to the sludge sump. Normally,the sludge collected in the clarifiers is withdrawn equally from each clarifier, unless sludge blanket levels in the clarifiers become unbalanced.Sludge is withdrawn from the clarifier sump and discharged to the sludge box above the sump.Sludge flows from the sludge box through a rate controller butterfly valve located in the secondary clarifier tunnel. The sludge flow rate from each clarifier is controlled by a meter and a butterfly valve. To optimize sludge withdrawal from each clarifier in the sludge collection system,a mostly open valve control concept is used.The RAS and WAS pumping systems determine the total sludge flow. Scum and floating material are continuously skimmed to the effluent end of the secondary clarifiers by the longitudinal collector flights. The scum then travels over a weir in each tank and into a trough,where a motor-operated slide gate is raised intermittently to flush collected scum from the trough into a channel.The channel empties into a scum discharge pit on the west side of Clarifier A. Each slide gate is opened and closed in sequence for a preset time interval to reduce underflow volume.A Parshall flume in the channel measures the rate of flow.The scum then flows from the scum pit to a 24-inch basin drain and is returned to the Headworks. pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017I.i Pba\ ap r4 MDR&2017-P6t[ 2d x 429 4.0 PLANT NO.2 4.2.9.2.5 Solids Handline RAS Three return sludge pumps in each RAS pump station pump sludge from the clarifier and recycle it to the AS reactors.The pumps are controlled from the master pump control panel and RAS control panel in each pump station.The pumps are variable speed units that can be operated under the following four control systems: 1. Constant speed. 2. Constant flow to each set of AS reactors. 3. Constant percent recycle(RAS flow as a percentage of total primary effluent flow). If the RAS suspended solids concentration remains constant,this control will maintain a constant NILS,S concentration in the AS reactors.A flow ratio station on the return activated sludge control panel accepts a flow signal from the primary effluent meter, computes the required sludge flow,and sends a signal to the pump controllers. Sludge flow is measured by the flowmeter in the pump discharge header. 4. Constant NILSS.To maintain a constant MLSS in the reactors,the percentage of activated sludge recycled can be varied to respond to changes in AS influent flow and in the RAS concentration. WAS The waste sludge system is designed to maintain a constant sludge wasting rate.The rate is set to keep the biomass in the oxygen reactors at a constant solids retention time(SRT) and thus a stable system. Each secondary sludge pump station has two variable speed waste sludge pumps.The pumps are controlled from waste sludge control centers and the secondary sludge control panel in each secondary sludge pump station. Scum Scum from the scum pit is returned to the Headworks. 4.2.9.2.6 Foam Control In the AS reactors,each baffle wall has foam slots near the water surface so foam can pass. 4.2.9.3.1 General This facility provides secondary treatment using the TFSC process.There are two modes of operation available;with and without solids contact basins.The normal mode of operation is with solids contact basins for improved treatment. 430 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h§srer P6n\Qa 4MDF 201]-Plain N..id CONTENTS 4.2.9.3.2 Facility Flow Routine In uent The TFPS pumps control the influent flow rate to this facility,based on the flow rate and wet well level. The TFPS is configured so that each trickling filter is normally served by a pair of dedicated pumps.Flowmeters on the individual discharge lines to each trickling filter are provided for distributor speed control. The TFPS is controlled on a level setpoint. Three lead pumps normally operate continuously (corresponding to the three trickling filters in service).When the pumps reach minimum speed,they maintain that speed,and the trickling filter effluent is recirculated back to the TFPS to maintain the level in the wet well. To achieve this, there are three motor-operated modulating butterfly valves (one per trickling filter).Recirculation valves are arranged in a lead/lag configuration so only one valve modulates at a time.A passive overflow weir is provided to bypass flow to the COBS during a power failure. E uent The combined effluent from the clarifiers is conveyed in a 120-inch-diameter pipe to the existing Ocean Outfall pumping system.There,it is blended with secondary effluent from all the other streams from Plant No.1 and No. 2 before being discharged to the ocean.The discharge pipe includes a flowmeter to measure secondary effluent flow from the TFSC. 4.2.9.3.3 Trickline Filters Under normal operation,all trickling filters are in service.The trickling filter distributors will automatically vary the rotational speed to maintain a set flushing intensity based on flowmeters on the primary effluent lines to each trickling filter. For ventilation,fresh air enters the covered trickling filter through gravity vents and openings at the base of the covers.Normally,one of the two foul air fans will draw air from the plenum for treatment through the recently installed chemical scrubbers. During minimum diurnal flow periods(plant flows less than 35 mgd),little or no primary effluent is available to the TFSC.Lead pumps will run at the min m=speed,with recirculation valves open to maintain the wet well level;recirculation and foul air fans will operate as normal.During these periods,the PEPS must not pump more flow than the plant influent flow rate or the level in the TFFS wet well will be drawn down For this reason, always routing some minimum flow to the TFSC is beneficial. Above 54 mgd,the pump speed for three trickling filters is varied to maintain the wet well level.At flows above approximately 109 mgd,the lead pumps operate at 100 percent speed. The lag pumps start when the lead pumps reach a preset percent of full speed. If all lag pumps have the same lead pump percent of speed value entered,they start nearly simultaneously. All pumps operate at the same speed up to a total flow of 182 mgd.Once all pumps are started,they operate at the same speed required to control the level. This pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017I.i Pba\ al r4MDM 2017-P6t[ 2d x 431 4.0 PLANT NO.2 operation is the normal means of control when the manifold valves are in the closed position and dedicated pumping to each trickling filter occurs. A different operation using staged lag pump starts (i.e.,the lead pump percent of full speed value is set differently for each lag pump)can be used.This configuration is used if the manifold valves are open or if the period of operation requiring the lag pumps is short enough that the loss in process efficiency from one trickling filter operating at a significantly higher throughput rate has limited impact on plant performance.Similar control for a falling level to shut the lag pumps down is also provided,allowing either"simultaneous" or staged shutdown. 4.2.9.3.4 Trickling Filters Flooding The trickling filters(TFs)are designed to allow flooding for snail and filter fly larvae control. The TF flooding operation is automatically sequenced and manually initiated. Caustic soda is added to the discharge piping to the TT being flooded to achieve a desired PH value of 10. 4.2.9.3.5 Solids Contact Reactors and Sludge Re-aeration Reactors Under normal operation,the trickling filter effluent flows to the trickling filter effluent inlet to the SCRs. RSS from the SRRs is blended with the trickling filter effluent in the trickling filter effluent channels before distribution to the SCRs.Both sets of two SCRs and two SRRs, located on each side of the north-south centerline of the plant,are operated independently. This arrangement offers several operating schemes. Solids Contact Reactors The two SCR flow distribution gates are normally partially open for normal flows to maintain good distribution at typical dry weather flows.Each trickling filter effluent channel contains an ultrasonic level switch,and the partially open SCR inlet gates fully open on high level in the associated trickling filter effluent channel. This condition may exist during wet weather flows,or if one or more reactors is out of service. Flow leaving the SCRs is controlled by weirs and launders,which are set at the water surface elevation of the SRRs and SCRs. The SCRs dissolved oxygen(DO)levels are controlled by a cascading control strategy. In normal mode,the DO probe in each SCR provides data that indirectly allow the control equipment to control the air fed to the flexible membrane fine bubble diffusers.The control program modulates the air volumes for each SCR by adjusting its dedicated motorized butterfly valve to satisfy the new flow setpoint. The SCR has a single zone for DO control.Each mixed liquor channel also has two DO probes (active/standby) in a common location that provide a similar control function for the aeration header supplying the associated channel as described for the SCRs. The design DO concentration for the SCRs is 1.0 mg/L,with the ability to control the DO to a concentration as low as 0.5 mg/L,the limit for flocculation.This intention of such a low DO concentration 432 pn.\Ykro6iVMwremn`,Ctiem/CNOCSD'103}9FOON:Menbka/N17h§ererP6n\(Aaper 4 MDR&W1]-Plain N..id CONTENTS is to discourage nitrifiers from developing,which add unnecessarily to the oxygen demand in the aerated channels and reactors. Certain zones(for example,the trickling filter effluent charnels)have air flowmeters and motorized butterfly valves. However,they do not have DO probes for automatic control. In these areas,valves modulate to achieve the flow setpoint through the flowmeter. Additional control modes are available for those aeration zones provided with DO probes. The DO probes can control the aeration air valves,or the system can operate the respective zone at a constant air flow rate. All control modes have a minimum air flow setpoint that represents the mixing threshold. Regardless of DO reading,the air flow rate is not to be reduced below that value.This minimum air flow rate threshold is entered for each drop leg provided with a flowmeter and motorized butterfly valve. Sludge Reaeralion Reactors The RSS can be combined before it is distributed to the four SRRs,or the facility can be operated as two parallel plants.The normal operation is to combine the RSS and distribute it to all available SRRs,which is controlled by motorized inlet gates.Oxygen transfer is controlled similar to that of the SCRs. 4.2.9.3.6 Secondary Clarifiers Under normal operation,all six trickling filter clarifiers we in service.Flow is controlled by modulated gates and cut throat flumes as it passes from the mixed liquor channels and 60-inch pipes to each clarifier's center feed well. Settled solids enter a manifold at the bottom of the collector mechanism. Each trickling filter clarifier has two dedicated variable-speed,solids-handling RSS pumps with a magnetic flowmeter.The pumps withdraw sludge through a 24-inch-diameter suction pipe and discharge into two common 36-inch manifolds that convey the flow back to the RSS control structure at the northern end of the SCR. During low-flow periods,trickling filter effluent is recirculated back to the pump station,as needed, to maintain minimum wetting rates.The RSS pumps continue running at minimum speed to allow constant recirculation through the clarifiers and SCRs/SRRs.Effluent wastewater is collected by an inboard launder. 4.2.9.3.7 Solids Handline Sludge Handling(RSS/INSS)Normal Operation RSS pumps sump settled secondary solids from the clarifiers to the SRRs.Under normal operation, the RSS from the east and west RSS pipelines is combined and distributed to the SRRs.To control the SRT in the system,a portion of the sludge is pumped to the DAFTs by the waste sludge pumps. pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 0171.i.Pb.\ ap ,4 MDM 2017-P6,[ 2d 433 4.0 PLANT NO.2 The normal wasting point is the downstream end of the SRRs.With this,much of the short- term variation in RSS solids concentration can be attenuated,making the wasting more consistent. If the SRRs are being bypassed,an alternate wasting point is the common channel between the two RSS pipe exits. The process has three centrifugal solids that handle waste sludge pumps.The maximum expected sludge wasting rate can be accommodated with two pumps operating at full speed and one as a standby.The waste sludge pumps are normally operated in a lead/lag/standby configuration,with variable output.The sludge wasting rate is a function of the desired SRT based on manual control or the flow setpoint. In automatic mode,the pumps are automatically sequenced on and off,and the pump speed is varied to maintain a calculated flow setpoint. Sludge Handling(RSS/WSS)Low Flow and High Flow Operation During low-flow periods,aeration and RSS pumping are maintained to keep the sludge aerobic,except that RSS pumping drops to minimum rates. Depending on the duration of the condition,the waste sludge pumping may need to be adjusted to avoid over-wasting the solids inventory.One way to accomplish this is to discontinue wasting if the MLSS value falls below a preset minimum value. During high-flow periods (wet weather flows) or when one or more SCRs out of service, higher flow rates through the operating SCRs are necessary.Once the trickling filter effluent channel level reaches a high-level setpoint,the SCR inlet gates in that channel open fully. Once the high-flow condition clears,gates must be manually returned to their normal positions. Sludge Pump Control Settled solids enter a manifold at the bottom of the collector mechanism. Each trickling filter clarifier has two dedicated variable-speed solids-handling RSS pumps that withdraw sludge and discharge into manifolds conveying the flow back to the RSS control structure at the northern end of the SCR. An automatic control mode for the RSS pumps adjusts the total RSS flow rate from each clarifier to a fixed fraction of the flow rate passing through secondary treatment.This is done with the pair of RSS pumps that have a magnetic flowmeter to pemut individual RSS flow adjustment from each clarifier.Pumping at a minimum rate,while maintaining a small sludge blanket,is important to keep the RSS at a maximum concentration,improving performance and reducing energy costs.In addition,the controls allow for individually adjusting the RSS flow rates from each clarifier to correct any imbalance in the solids loading to individual units. A portion of the sludge is wasted to the existing DAFTs to maintain a desired SRT in the SCR. 434 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h .,P6n\Qa 4MDR&201]-Plain N..id CONTENTS Scum Scum collects in a scum sump in the scum collection ring.Under normal operating conditions,the trickling filter clarifier scum pumps are automatically controlled. Each pump starts on high level and stops on low motor current.An additional scum pump is located at the end of the mixed liquor channels. Each scum pump discharges into the common header that contains a flowmeter and flows to the DAFTs or headworks. 4.2.9.3.8 Aeration Blowers Two sets of blowers provide low-pressure air to the fine bubble diffusers in the SRRs,SCRs, and associated channels.Both systems are designed to operate the system at a DO concentration of 1.0 mg/L. The SC blower system serves the SCRs,the west and east mixed liquor channels,and the trickling filter effluent channels. This system consists of three centrifugal blowers that serve the SRBs,the west and east RSS channels,and the RSS distribution channel. The general description below applies to both the SRR and SCR aeration blower systems. Blower operation is indirectly based on the air demand required to maintain a DO concentration.Variable airflow demand within the aeration system will cause changes in the supply air header pressure.To maintain constant supply air header pressure,the modulating inlet air valves of the blower adjust airflow to the blowers. A pressure controller controls the aeration air system pressure.This controller monitors all aeration air-control valves to maintain system pressure at an optimal level.The intent is to prevent an energy wasting condition where the aeration air blowers run on high pressure while the associated aeration air-control valves close to decrease flow into the reactors and channels.The ideal condition is for the system to operate with the minimum number of machines online and with the aeration air-control valves operating at the upper end of their usable control range.This condition prevents energy loss by operating against partially closed valves. The lead blower is started with the surge-control valve in the full open position and the inlet au valve at the minimum open position. Once the blower has attained operating speed, the surge-control valve closes and the inlet air valve is adjusted to the airflow requirements. When the airflow demand exceeds the lead blower capacity,the lag blower is started.When the lag blower is on-line,the two blowers provide system air as previously indicated,with both inlet air valves operating in unison. When system airflow demand decreases below the capacity of a single blower,the lag blower stops,and the lead blower continues to provide air for the system. 4.2.9.3.9 Odor Control The operational philosophy for odor control is to avoid nuisance to the public beyond the fence line of Plant No.2. pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017I.i Pba\ ap r4 MDM 2017-P6t[ 2d x 435 4.0 PLANT NO.2 Refer to Section 4.8 for more information on odor control. 4.2.9.3.10 Disinfection The TFSC facility has provisions for disinfecting the secondary effluent. These provisions are currently not in operation. 4.2.10 Current Performance Plant No.2 activated sludge effluent concentration averages for FY 2011-2015 are shown in Table 445. TABLE415 Summy ofPlant No.2 Mttnutwed Sludge Etkjent 011-2016 Awm s Year Flow BODr BODcr TSS NH3-N 2011 53 5.2 N/A 6.4 30.0 2012 43 8.2 N/A 6.8 33.6 2013 49 7.7 4.0 6.4 31.3 2014 52 N/A 4.2 7.1 33.2 2015 25 N/A 5.0 9.3 22.5 2016 Jan-June 23.2 N/A 5.2 8.7 27.5 Plant No.2 TFSC effluent concentration averages for FY 2011-2015 are shown in Table 4-16. TABLE 4-16 Suftmwy ofPbnt Vb.2 TFSC ERreM Qua 2011-2016 Averages) Year Flow BODr BODel TSS NH3-N 2011 70 20 N/A 12 11.7 2012 71 22 N/A 14 13.9 2013 67 20.6 6.1 11.2 11.3 2014 69 N/A 5 9 10.7 2015 55 N/A 4.5 9.2 27.7 2016 Jan-June 49 N/A 4.3 10.2 24.7 4.2.11 Design Criteria Design criteria for the AS in Plant No.2 are provided in Table 4-17. TABLEa17 Design Crderia for Plant Tb.2 Activated Sludge Fac ,bide:Carbonaceous Parameter Value Unit Flaw(ADF) 90 mgd Flow(Maximum Month) 135 mgd Flow(PNNJF) 135 mgd Basins in Service 8 basins Influent SOD 120 TBOD mg/L Influent TSS 70 mg/L Influent Ammonia 29 mg/L 436 pn.\YkroOOVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h .,P6n\Qa 4MDFW 2017-PlainN..2,d CONTENTS TABLE 4-17 Iks' Criteria far Plant bb.2 Acfi awd S e Fso ,Mode:Carbonaceous Parameter Value Unit Effluent BOD 8.1 TBOD mg/L Feed Type:Step Feed, Plug Flow Plug Effluent TSS 10 mg/L Effluent Ammonia 28 mg/L Effluent MLSS 890 mg/L Effluent MLVSS 760 mg/L SRT 0.45 days Effluent F/M 2.69 Ib SOD-/day/lb MLVSS Effluent Volumetric Loading 147 Ib BOD°R@/day Hydraulic Detention Time(AIDE) 2.66(8 Basins in service) hours Hydraulic Detention Time(PW WF) Not Determined hours Air Use 1.1 to 1.2 Ibs Oz/lb TBOD Removed scfnflb TROD Removed Effluent Mixed Liquor Temp 79 degrees F Effluent Yield 1.05 Ib TSS/Ib TBOD Secondary Clarifers in Service 11 Clarifiers Secondary Clarifiers SVI 245 mL/g Effluent Turbidity(monthly) n/a NTU BOD Loading Rate 87,745 lb/day Surface Overflow Rate(ADF) 600 9pdM2 Surface Overflow Rate(PW WF) 900 gpd/112 Recirculation(Average) 28 mgd Recirculation(Peak) 75 mgd Secondary Sludge Volume(WAS) 496,618 W/day Secondary Sludge Solids Concentration 2,760 mg/L Secondary Sludge Design Peaking Factor 1.09 Design criteria for the trickling filters solids contact in Plant No.2 are shown in Table 4-18. TABLE418 Besign Criteria for Plant 2 Trickfing Filler Solids Contact Parameter Value Unit Flow(ADF) 60 mgd Flow(Maximum Month) 68.7 mgd Flow(PWWF) 182 mgd Trickling Filters in Service 3 basins Influent BOD 130 TROD,80 SBOD mg/L Influent TSS 80 mg/L Influent Ammonia 47 mg/L Effluent BOD 4.4 SCBOD,20 TBOD mg/L Feed Type:step feed,plug flow Plug pw.\\QmAo\Acwrem\Cl'era/CN 1)103391ONRhe Wb 017I.i Pba\ ap r4MDM 2017-P6n[Na 2d x 437 4.0 PLANT NO.2 TABLE 4-I8 Design Criteria fDr Plant 2 Trickling F&T Solids a Parameter Value Unit Effluent TSS 20 mg/L 1,500-2,325(Solids Contact) MLSS 4,500-6,975(Sludge Reaeration) mg/L 1,200-1,860(Solids Contact) MLVSS 3,600-5,580(Sludge Reaeration) mg/L SRT 1.0 days lb BODb/ Trickling Filter Volumetric Loading 122 1,0001N/day scfmflb TBOD Air Use 0.09 Removed Mixed Liquor Temperature 25 to 27 Degrees Celsius lb TSSflb TBOD Sludge Yield 0.80 Removed Secondary Clarifiers in Service 6 Clarifiers Secondary Clarifers SVI 100 mug BOD Loading Rate 64,565 lb/day Surface Overflow Rate(ADF) 700 gpd/f' Surface Overflow Rate(PWWF) 2,119 gpd/fl' Recirculation(Average) 30(RSS) mgd Recirculation(Peak) 75(RSS) mgd Secondary Sludge Volume(WAS) 48,450 lb/day Secondary Sludge Solids Concentration 4,500-6,975 mg/L Secondary Sludge Design Peaking Factor 1.6 Project P2-90: Impact of Plant No. 1 centmte and unusual plant peaking caused by flow management for GWRS.Draft Technical Memorandum. March 6,2006. 4.2.12 Planned Upgrades The GWRS Final Expansion will aim to produce 150 mgd of purified water.To achieve this, it will require routing flows from Plant No. 2 to Plant No. 1.The TFSC will treat reclaimable flows at Plant No.2,and the Activated Sludge Plant will treat the non-reclaimable flows, including SARI and side-streams.Plant No.2 TFSC effluent will be conveyed to Plant No. 1 and,ultimately,to the GWRS. P2-123 Return Activated Sludge Piping Replacement at Plant No.2 This project will replace return activated sludge piping at the Plant No.2 Oxygen Activated Sludge Plant from the secondary clarifiers to the RAS pumps. X-014 Plant No.2 TF/SC Odor Control The Odor Control Master Plan(SP-166)recommended covering the reactor basins and treating the odor with new chemical scrubbers to minimize odor issues.If needed,this project would install covers over the Trickling Filters Solids Contact reactors. 438 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h .,P6n\Qaper40SDFW 2017-PlainN..2,d CONTENTS X-031 Plant No.2 Trickling Filter Solids-Contact Rehabilitation The TFSC facility will require rehabilitation in the next 20 years to maintain serviceability and extend its useful life.This project will include structural and mechanical rehabilitation to the trickling filters,contact and reaeration basins, secondary clarifiers,pump stations, blower rooms,and storage facilities. Civil and mechanical piping rehabilitation will also occur as needed. X-050 Plant No.2 Activated Sludge Aeration Basin Rehabilitation The aeration basin deck contains pervasive cracks and spalling and has caused rebar exposure and corrosion.P2-118 will seal cracks and will repair corroded concrete and rebar. However,structural rehabilitation will be required to extend structural life beyond 45 years. Due to low pH in the reactor tank water, the interior of the reactor walls below water level have experienced cement loss,exposing the concrete aggregate. As a result,the walls will need repair. By 2027,the reactors will be 44 years old,and the structural and mechanical components will need rehabilitation to maintain reliable serviceability and to extend their useful life. This project will perform structural rehabilitation of the deck and coat the interior of the reactor tanks to mitigate exposed aggregate.All mechanical equipment and piping will be replaced. X-051 Plant No.2 Activated Sludge Clarifier Rehabilitation The secondary clarifiers are nearing the end of their useful life and will need rehabilitation. All clarifiers will need mechanical rehabilitation,which will include replacing all mechanical components,inlet gates,and chain and flight collector systems(automation for speed control may be desirable).The clarifier walls will also need structural rehabilitation where cracking and surface corrosion occur. X-052 Plant No.2 Activated Sludge RAS/WAS/PEPS/Vaporizers Rehabilitation By 2027,most components of the Activated Sludge system,such as RAS,WAS,PEPS and the vaporizers,will need structural,mechanical,and electrical rehabilitation. This includes structural rehabilitation to the east and west side RAS/WAS pump stations and the PEPS building.The liquid oxygen storage tanks will also need mechanical rehabilitation,and the vaporizers will need to be replaced.The PEPS pumps will need rehabilitation or replacement. pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017I.i Pba\ ap r4 MDM 2017-P6t[ 2d x 439 4.0 PLANT NO.2 4.3 Solids Treatment and Gas Handling 4.3.1 Overview Plant No.2 Solids Treatment/Gas Handling Facilities index and details are shown on Exhibits 4-8 and 4-10.Solids routing at Plant No.2 is shown in Figure 4-2.Under project P2- 92,currently under construction,the dewatering belt presses will be replaced with centrifuges. Primary Clarifiers nudge&Scum "A" Side' Primary Clarifiers Sludge Blending "B" Side' Facilit Primary Clarifiers "C"Side Di ested Slud e Digesters Holder MCake TWAS Trickling Filter WAS DAFT Sec. Clarifiers' Units Act.Sludge Sec.Clarifiers FIGURE 4-2 Solids Routing at Plant No.2 Plant No.2 solids and gas handling facilities are shown in Tables 4-19 and 4-20. TABIE419 Plant No.2 Solids Handling Major Components Facility Units Dissolved Air Flotation Thickener(DAFT)Units 4 Sludge Blending Tanks 2 Digesters 15 Out of Service Digesters(A&B)(to be demolished in 2017) 2 Digesters/Sludge Holding Tanks(1,J) 2 Sludge Holding Tank(K) 1 Dewatering Belt Filter Presses(to be replaced with Dewatering Centrifuges in 15 2017) Dewatering Centrifuges(After 2017) 5 Cake Storage Silos&Truck Loading 2 pv.\\QmAo\Acwrem\Cl'em/CAgLSD'10339PDd'Rtirerebka201)M1 sm Pbn\ ap r4 MDM 2017-P6a[ 2d x 4G0 CONTENTS TASTE 4-20 Plant M.2 Digesucr Gas Handling Ma' rCo enb Facility Units Capacity Low Pressure Holders 1 Volume=25,000 of Gas Dryers 2 Capacity=3,000 cfm each Gas Compressor 3 Capacity= 1,553 cfm each. Discharge pressure=78 psig. Digester Gas Flares 3 Capacity=720 cfm each. Source:2005 OCSD Energy Master Plan (OCSD,2005). Plant No.2 currently uses four 55-foot-diameter DAFTs to thicken WAS and TFSC sludge prior to anaerobic digestion. The digesters at Plant No. 2 are listed in Table 4-21.Fifteen are operated as single-stage anaerobic"primary" digesters.Digesters I and J have the full capability required for operational digesters and can function as either"holders"to store digested sludge prior to dewatering or as digesters.Tank K can operate only as a sludge holding tank.Previously abandoned Digesters A and B will be demolished under Project P2-110. TASTE 4-21 Plant tlo.2 Digesucrs and Digested Sludge I bidin Tanta Operating Sludge Depth at Dia. Sidewall Available Volume Working Digester (feet) (feet) (MG) Volume(MG) I 1.13 1.09 (Digester/Holder) 80 30 1 1.13 1.09 (Digester/Holder) 80 30 Total Volume(Digester/Holder) 2.2 K(Holder) 80 30 1.13 1.09 Total Volume(Holder) 1.09 C 80 30 1.13 1.09 D 80 30 1.13 1.09 E 80 30 1.13 1.09 F 80 30 1.13 1.09 G 80 30 1.13 1.09 H 80 30 1.13 1.09 L 80 30 1.13 1.09 M 80 30 1.13 1.09 pn.\\QmAo\Acwrem\Clem/CNOCSD'103391ONRheabka201)I. .Pla.\ .fi ,40SDM 2017-PWn 2do "I contents TABLE4-21 Phm No.2 Digesters and Digested Sludge I-b Tanks Operating Sludge Depth at Dia. Sidewall Available Volume Working Digester (feet) (feet) (MG) Volume(MG) N 80 30 1.13 1.09 O 80 30 1.13 1.09 P 105 30 1.94 1.88 O 105 30 1.94 1.88 R 105 30 1.94 1.88 S 105 30 1.94 1.88 T 80 30 1.13 1.09 Total Volume(Digesters) 19.5 Notes: 1.Sources:As-Built Drawings from Projects P2-16, P2-17,P2-24-1 and OCSD Solids Loading Projections, White Paper by OCSD Engineering.Electronic file dated February 24,2016. 2.Source:2015 SP-186 Plant No. 2 Digesters and Tunnels Seismic Hazard Evaluation, Risk Analysis,and Mitigation Study(Brown and Caldwell,2015) 3.Volumes calculated assuming no capacity within conical section of tank due to grit accumulation. Fifteen belt filter presses are located in the Dewatering Building. The belt filter presses and associated facilities will be demolished while new sludge dewatering centrifuges are being installed under Project P2-92. While the belt filter presses remain in operation, dewatered sludge will be transported from the dewatering building to the Cake Transfer Station using belt conveyors.The conveyors will transport the sludge to two 450-cubic yard storage bins.The cake will then be pumped into the truck loading hopper prior to truck loading. After completing the dewatering centrifuge system,cake transfer pumps will move dewatered cake from the centrifuges to the two emsting storage bins. The digester gas produced at Plant No.2 is collected in a 42-foot diameter cylindrical tank similar to the low-pressure holding tank at Plant No. 1. Digester gas flows from the holder to three digester gas compressors. All digester gas produced is compressed and dried by a single refrigerant dryer. The gas compressor building and the gas holder were completed in 1992.This facility is not in compliance with current NFPA 820 requirements. Although the compressors were recently rebuilt,replacement parts are becoming more difficult to find. The compressor facility will be replaced under project J-124. 442 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h .,P6n\Qa 40MDFW 2017-PlainN..2,d CONTENTS TABLE 4-22 Plant 11o.2 DigesterGas Compressors Number of Compressors 3 Manufacturer Pennsylvania/Cooper Industries Model Number 24" 15-%"x 9 Class HOF Compressor s/n 2/1126 Horsepower 300 Pressure output 36.1 psi tat stage,92.4 psi 2nd stage absolute Capacity(ctm) 1837 wet acfm, 1700 acfm dry Project which installed them P2-24-1 Source:CMMS Data(12/8108 email from Moira Sullivan) The existing digester gas flares were constructed and placed in service in 1992.The flares dispose of excess digester gas pressurized by the gas compressors.The low-pressure system does not have flares. The five-mile long Interplant Gas Line connects the high-pressure gas systems of Plant No. 1 with those of Plant No.2.This provides temporary storage of digester gas,allows the gas production to be split between the Cengen facilities at both plants,and buffers spikes in gas production,reducing the need for flaring. Another recent development affecting the flares involves AQMD Title V requirements, which place stringent limits on overall gas emissions. Various situations can cause low- pressure digester gas to vent,adding to those emissions.The main cause is failing gas compressors.As part of J-124,low-pressure flares may be installed. 4.3.2 Operational Philosophy Currently,solids produced in the treatment facilities are thickened,fed to single-stage mesophilic anaerobic sludge digesters,dewatered with centrifuges,and then hauled off-site. Plant No.2 does not co-thicken primary and secondary sludge.Rather,primary sludge is thickened in the primary clarifiers,and secondary sludge (WAS and TFSC WSS sludge) is thickened in the DAFfs.The thickened primary sludge is pumped from the primary clarifiers to pump-mixed primary sludge blending tanks. Digester feed pumps then convey primary sludge to the digester feed lines. Thickened waste activated sludge(TWAS)and TFSC sludge are pumped separately from the DAFTs and fed to the digesters. Plant No.2 currently use belt filter presses for dewatering,which will be replaced with centrifuges under project P2-92.Biogas produced in the digesters is currency dried, compressed,and used as fuel for electricity production in the plant's Cengen facility.Heat produced in that process is used for digester heating and other needs.Excess gas is disposed of by high-pressure flares. Plant No.2 uses primary clarifiers for primary sludge thickening.Primary sludge is then fed to primary sludge blending tanks as a thickened product. p..\\QmAdncwrem\Cl'em/CNOCSD'103391ONRhre Wb 017I.i Pba\ ap r4MDM 201)-P6t[ 2d x 4 3 contents Primary sludge from the three groups of primary clarifiers is blended in the Sludge Blending Facility constructed by Project P2-91.This allows sludge from any primary clarifier to reach any digester. Plant No.2 uses a single-stage mesophilic anaerobic sludge digestion process. In general,as the anaerobic digesters receive new feed sludge,digested sludge is displaced to digested sludge holding tanks.The holding tanks provide liquid storage for the sludge dewatering process. Digested sludge from the anaerobic digesters is fed to the belt presses for dewatering.The dewatered sludge is pumped to the truck loading facility to be hauled away for reuse. Biogas produced in the digesters is currently dried,compressed,and used as fuel for electricity production in the plant's Cengen facility. Heat produced in that process is used for digester heating and other needs.High-pressure flares can dispose of excess gas that has been compressed;the low-pressure systems do not have any flares. 4.3.3 Current Performance Table 4-23 summarizes Plant No. 2's performance for flotation thickeners,primary sludge, digested sludge,belt presses,biosolids hauling,and odor control.Performance data represent belt filter press dewatering,since data for the dewatering centrifuges installed under Project P2-92 are not yet available. TABLE 4-23 Sumnwy oRer&tmiance br Skxlge and Solids I Tkndka and Odor Control a[PIam1Vo.2 Component Unit Annual Average Floatation Thickeners WAS Flaw(AS Sludge) mgd 0.68 WSS Flow(TF Sludge) mgd 0.78 Float,TSS % 6.16 Float,VSS % 4.91 Undernow mg/L 40 Recovery % 98 Polymer Dose lb/ton dry 3.1 Units in Service No. 1 Float Flaw cu f/day 14,500 Primary Sludge Flow to Digesters from Sludge Blending 1N/d 107,500 Facility Sludge Blending Facility Sludge Total % 4.23 Solids Sludge Blending Facility Sludge Volatile % 3.32 Solids Digested Sludge Total Solids % 2.51 Volatile Solids % 1.60 VS Reduction % 57 aM pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h§srer P6n\Qaper4IXSDFM1P 201)-Plain No.idoca CONTENTS TABLE 4-23 Summary ofPer6nmanoc for Sludge and Solids tuffing and Odor Control at Plant 1%.2 Component Unit Annual Average Detection Time Days 22 Belt Presses Feed Mcf/mo. 3.71 Feed %TS 2.64 Cake %TS 21.57 Filtrate %TSS 0.04 Cake wet tons/mo. 11,522 Truck Loads No./mo. 448 Capture % 99 Polymer Dose Ib/ton 4.2 Polymer Usage Ib 7.4 Biosolids Hauling Cake wet tons/day 379 Truck Loads No./day 15 Dewafering Centrifuges Feed Mcf/mo. Note 2 Feed %TS Note Cake %TS Note Filtrate %TSS Note Cake wet tons/mo. Note Truck Loads No. Note 2 Capture % Note 2 Polymer Dose lb/ton Note 2 Polymer Usage Ib Note 2 Odor Control—Scrubbers, Chemical H2S-In ppm 1.1 H2S-Out ppm 0.09 Unit Efficiency % 90 Units in Service No. 17 Odor Control—Scrubbers,Biotrickling H2S-In pp 17 H2S-Out ppm 2.9 Unit Efficiency % 84 Units in Service No. 13 Odor Control-Scrubbers, Carbon H2S-Out ppm 0.02 Units in Service No. 4 Primary sludge to digesters does not include the scum pump. 2 The belt filter presses will remain in operation until the dewatering centrifuges installed under Project P2-92 are fully commissioned.They will then be demolished. Source:2015-2016 Treatment Plant Operational Data Summary(OCSD,2016). pn.\\QmAo\Acwrem\Cl'em/CNOCSD'103391ONRheabka201)I.i Pba\ ap r4MDFW 201)-P6n[Na 2d x 4 5 contents 4.3.4 Design Criteria Design criteria for Plant No.2 sludge and solids handling facilities after installing the dewatering centrifuges in Project P2-92 are presented in Table 4-24. TARLE4-24 Plant M.2 Sludge and Solids Handling Facilities Basis of Des' gn Parameter Value Units Solids Thickening Design Parameters(Primary/THWAS) Primary Sludge Average 292,000 Ib/day AS Sludge Average 69,000 lb/day TF Sludge Average 36,000 lb/day Solids Loading Average 397,000 Ibs/day Solids Loading Peak Day 637,000 Ibs/day Solids Loading Average 4.6 mgd Solids Loading Average 614,542 cutday Solids Loading Peak Day 7.39 mgd Solids Loading Peak Day 988,390 cuf/day Solids Loading Peak Day Factor(solids) 1.6 factor Solids Loading Peak Day Factor(flow) 1.6 factor DAFT Units Number of Units in Servicee 3 unit Number of Units Standby2 1 unit Diameter' 55 fl Surface Area(3 Units)2 7,127 ft^2 Average Solids Loading 14.7 Ibs/ft^2/d Peak Day Solids Loading 23.7 IbsMA2/d Average Hydraulic Loading 0.37 gpm/sf Peak Day Hydraulic Loading 0.60 gpm/sf Design Hydraulic Loading2 1.6 gDm/sf Design Solids Loading(Average Conditions)2 18 Ibs/sf/d Design Solids Loading(Peak Condition)' 27 Ibs/sf/d Digesters Primary Sludge 104,000 cuf/day Thickened AS/TF Sludge 29,400 cuft/day Total Sludge to Digesters 133,400 cuttiday Total Sludge to Digesters 393,600 Ibs/day Digesters in Service 15 unit Digesters in Standby(1 Large Digester in Standby) 1 unit Digesters as Holders 2 unit Assumed VSS/TSS ratio in Feed Sludge 0.76 ratio VSS in Feed Sludge 300,700 Iba/day VSS Destruction 168,400 Ibs/day Sludge Peak Factor 1.2 15-day peak digester feed flow Working Volume(1 Large Digester in Standby; 2,503,000 cult Either Tank I or J as Digester) "6 pn.\Ykm6iVMwremn`,Ctiem/CNOCSn'103}9FOON:EcenbksY201]h§srer P6n\Qa 4MWIMIR 201]-Plain N..id CONTENTS TARLE4-24 Plant M.2 Sludge and Solids Handling Facilities Basis of Des' gn Parameter Value Units Average HRT(1 Large Digester in Standby; Either 18.9 days Tank I or J as Digester) Peak 15 Day HRT(1 Large Digester in Standby; 15.8 days Either Tank I or J as Digester) Dewatering Centrifuge Units Number of Units in Service' 3 unit Number of Units in Standbys 2 unit Total Solids to Dewatering(Average)' 225,000 Ibs/day Digested Sludge Volume(Average) 132,350 cutt/day Digested Sludge Concentration' 2.7 percent solids Average Solids Loading 3,125 Ibs/hr/unit Solids Peaking Factor' 1.2 15-day peak Peak Solids Loading(15-day max) 3,750 Ibslhr/unit Average Hydraulic Loading(Sludge Only)° 230 gpm/unit Flow Peaking Factor' 1.60 1-day peak Peak Hydraulic Loading(Daily Peak; Sludge Only)° 367 gpm/unit Solids Capture' 97 percent Dry Solids Generation and Storage Cake Solids' 28(can range 25-30) percent solids Cake Weight(including water,at 28%cake)' 390 tons/day Cake Solids Volume' 12,200 cuf/day Number of Storage Silos' 2 unit Storage Silos Volume' 28,000 cuff Storage Capacity' 2.3 days ' OCSD Solids Loading Projections,White Paper by OCSD Engineering. Electronic file dated February 24, 2016. 2 Preliminary Design Report P2-89 Solids Thickening and Processing Upgrades. a P2-92 Sludge Dewatering and Odor Control at Plant No. 2-Conformed Drawings. Drawing No.G6007;Average Day values with three operating units. 4 Polymer flow adds to hydraulic load on unit.Average polymer flow is 227 gpm per OCSD Solids Loading Projections,White Paper by OCSD Engineering; electronic file dated February 24, 2016. If polymer flow peaks at same rate as sludge,peak polymer flow is 363 gpm.This adds 76 gpm/unit and 120 gpm/unit to hydraulic load on centrifuge at average and peak day conditions,respectively. 4.3.5 Planned Upgrades This project will upgrade and rehabilitate the equipment that has approached the end of its useful life.It will also improve any components in the facility necessary for Plant No.1 and Plant No.2 Digester Gas facilities to operate as designed and continue to be a reliable fuel 1µ\\QmAo\Acwrem\Cl'era/CNOCSD'103391ONR bka2017 I.i.Pb.\ aap¢e 4 MDM 2017-P6n,N 2do 447 contents supply for the Cengen Power Facilities. Lastly,the project will alleviate NFPA and SCAQMD compliance issues.The Biosolids Master Plan(PS15-01)will recommend technologies and project elements. OCSD is implementing Project No.PS15-01,Biosolids Master Plan,to provide a roadmap and framework for sustainable and cost-effective biosolids management options.The report consists of multiple technical memoranda that evaluate existing OCSD solids handling facilities and different treatment alternatives and make recommendations for future capital facilities improvements. The conceptual design for future digestion and food waste co-digestion facilities includes the Temperature Phased Anaerobic Digestion(TPAD)processes,the ancillary TPAD facilities,and food waste receiving facilities.The TPAD process includes the following processes: six thermophilic digesters,six mesophilic digesters,two mesophilic holding tanks,six thermophilic Class A batch tanks,a digester feed facility,and TPAD sludge cooling.Ancillary facilities supporting TPAD operation include food waste receiving, digester gas handling equipment,ferric chloride addition,hot water loop improvements, and new steam boilers.With the interim and ultimate food waste facilities,source separated organics could be received for co-digestion. 4.3.6 Criticality Table The following information is taken from the Revised Criticality Table (2012)from the original 2007 Energy Master Plan. Equipment in this process area generally falls into the categories listed below,including the main process equipment and any supporting equipment. • Process Control:instrumentation,communications equipment,EOC,Ops Control Center,SCADA,Air compressors,power supply transformers and panels assumed to power instrumentation,SCADA,and communications equipment. • Cengen: digester gas compressors. • Sump Pumps • Sludge Storage: dewatering units, digesters,solids handling pumps and conveyors,and truck loading. • Biosolids Quality:recirculation pumps,mixing pumps,grinders,and DAF equipment. • Area Classification:ventilation Fans in areas classified as either"hazardous" or "explosive." • Odor Control: scrubber equipment,supply and exhaust fans,and chemical facilities. • Administration/Maintenance:non-critical process lighting and HVAC,security,and lights. The main criticality categories affected by equipment in this process area are as follows. 6q8 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h§srer P6n\Qa 4MDFW 201]-Plain N..id CONTENTS • Cengen-The gas compressors provide a fuel source for the Cengen engines.Assuming that natural gas fuel was available,the loss of the gas compressors would not be critical to Cengen. • Air Quality Compliance-This category was not included in the 2005 Energy Master Plan Criticality Tables,but is a new issue due to pending AQMD Title V requirements. Venting of unburned digester gas can occur when the gas compressors are off-line. • Biosolids Quality-Sludge mixing equipment(Grinders,sludge mixing pumps),and hot water system equipment(boiler,water pumps) me needed to keep digesting sludge from stratifying. • Sludge Storage-Solids handling equipment in the dewatering and truck loading facilities is needed to keep digested solids moving throughout system and to use the full storage capacity of the storage and truck loading facilities. 4.4 Side Stream Nimagement 4.4.1 Overview This section discusses the management of plant side streams.At Plant No.2,various waste streams are routed back into the treatment process at multiple locations.The quantity and characteristics of these streams must be accounted for to understand their impact on the treatment process. Side stream sources include the following: • Process flows • Building drains from sumps and equipment • Process basin drains • Surface and stormwater drainage to catch basins Side streams vary in frequency (continuous,intermittent,or occasional),quantity,and composition.Thus,understanding side streams is important for sizing the facilities that convey flows,and for determining the process impacts related to their quantity and quality. Side streams also may have regulatory or reporting impacts. The side stream flows identified in this section will be reviewed and updated during the Sanitation District's upcoming Stormwater Master Plan(Project No. P516-01),scheduled for completion in 2017.Waste side stream pump station (WSSPS)capacities will also be reviewed and updated,as required,under the stormwater master planning effort. Plant No.2 major side streams are shown on Exhibit 4-11.Plant No.2 side stream sources are shown in Table 4-25 at the end of this section. 4.4.2 Operational Philosophy As side streams are generated,they are conveyed from their source point to their destination by gravity,minor pumping facilities,or larger facilities like the WSSPSs. pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391 MxR bka 0171.i Pba\ ap r4 MEM 2017-P6 t[ 2d x 4-09 contents 4.4.3 Current Performance There are no known problems with pumping capacity at the existing WSSPSs. WSSPS-A is located adjacent to the dissolved air floatation thickeners(DAFTs)in a recessed pump station below a pipe gallery.On several occasions,a pipe leak in the pipe gallery has caused the WSSPS to flood,damaging equipment within the pump room,including motors and electrical equipment associated with the pumps. WSSPS-C takes low pH blowdown from the odor scrubber in the south wet well and high pH from the chemical containment area,both of which corrode pumps,resulting in pump failures. The pump corrosion occurring at the WSSPS-C facility will be evaluated and addressed during the upcoming Stormwater Master Plan effort,scheduled for completion in 2017. Other items to be addressed during the upcoming Stormwater Master Plan effort include verifying the Plant No.2 side stream list. Side stream tables will be reviewed and updated,as required,under the stormwater master planning effort. 450 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:MenbksY201]h§srer P6n\Qa 4MDP 201]-Plain N..id CONTENTS TABLEa25 Plant Nu.2 Side streams ID P-1 P-2 Source Ref Name To Frequency Comment Minimum Maximum Average Basis (gpm) (gpm) (gpm) 9 x x 1999 SP 9 Belt filter press P7 WSSPS, Continuous See Nate 1 0 1,920 1,920 8 BFP @ 250 gpm P2 HW each 40 x MH 10 Plant 1 primary sludge Headworks P7-101 A to P2 sludge diversion pipeline 41 x GWR 1 OCWD sanitary sewer Headworks Periodic Misc 155 80 GWRS 42 x GWR 2 OCWD storm drain Headworks Periodic Misc 1,571 0 GWRS 44 x GWR 4 GWRS MF CIP Headworks 1 cell/day Misc 500 500 GWRS 45 x GWR 5 GWRS MF Building Headworks Periodic Misc 1,500 30 Sump 1 GWRS 46 x GWR 6 GWRS MF Building Headworks Periodic Misc 1,500 30 Sump 2 GWRS 47 x GWR 7 GWRS MF caustic CAS Headworks Periodic Misc 50 0 GWRS 48 x GWR 8 GWRS MF citric acid Headworks Periodic Misc 50 0 CAS GWRS 49 x GWR 9 GWRS MF Memclean Headworks Periodic Misc 50 0 CAS GWRS 50 x GWR 10 GWRS MF chem area Headworks Periodic Misc 50 0 truck pad GWRS 51 x x GWR 11 GWRS MF backwash PCs 6-31 Continuous Can go to 6,846 6,846 waste(BW W) PISS P1 or P2 52 x GWR 12 GWRS bulk chem Headworks Periodic Misc 0 0 storage truck pad GWRS 53 x GWR 13 GWRS sodium hypo Headworks Periodic Misc 250 0 CAS GWRS pv\\QmbUbcwrema\C1emMNOLSD'10339bbRMenbles2011"swrPYn\Ompzr4 MDF?u!PW !-Pbml ,2.d 451 contents TAB E4-25 Plant No.2 Side streams ID P-1 P-2 Source Ref Name To Frequency Comment Minimum Maximum Average Basis (gpm) (gpm) (gpm) 54 x GWR 14 GWRS sulfuric acid Headworks Periodic Misc 250 0 CAS GWRS 55 x GWR 15 GWRS threshold Inhibit Headworks Periodic Misc 75 0 CAS GWRS 56 x GWR 16 GWRS citric acid CAS Headworks Periodic Misc 75 0 GWRS 57 x GWR 17 GWRS cartridge filter Headworks Periodic Misc 6 0 slab GWRS 58 x GWR 18 GWRS MF feed meter Headworks Periodic Misc 20 0 vault GWRS 59 x GWR 19 GWRS RO injection Headworks Periodic Misc 20 0 vault sump GWRS 62 x GWR 22 GWRS RO permeate Headworks Periodic Misc 14,000 933 dump GWRS 63 x GWR 23 GWRS RO bldg sump Headworks Periodic Misc 1,600 500 GWRS 64 x GWR 24 GWRS RI CIP Headworks Periodic Misc 3,840 3,840 GWRS 65 x GWR 25 GWRS UV sump Headworks Periodic Misc 300 0 GWRS 66 x GWR 26 GWRS lime sludge Headworks Periodic Misc 1,180 81 sump GWRS 67 x GWR 27 GWRS lime truck pad Headworks Periodic Misc 3 0 GWRS 68 x GWR 28 GWRS post treatment Headworks Periodic Misc 75 0 chem Bldg sump GWRS 69 x GWR 29 GWRS post treat truck Headworks Periodic Misc 0 0 pad GWRS F52 0L3DFW 2017-Ph %2.doox CONTENTS TABIE4-25 Plant No.2 Side Streams ID P-1 P-2 Source Ref Name To Frequency Comment Minimum Maximum Average Basis Wpm) Wpm) (gpm) 70 x GWR 30 GWRS SAR sodium Headworks Periodic Misc 20 0 bisul CAS GWRS 71 x GWR 31 GWRS deleted Headworks Periodic Misc 0 0 GWRS 72 x GWR 32 GWRS product water Headworks Periodic Misc 200 0 PS bldg sump GWRS 73 x GWR 33 GWRS product water Headworks Periodic Misc 300 0 meter vault GWRS 79 x SWMP P1-F Sub-basin F(shops) Headworks Rain Drams to 0 4,028 4,028 Runoff area P2 via 14.7 ac=5.8 mgd interplant div 80 x SWMP P2-A Sub-basinA Headworks Rain 0 14,167 14,167 Runoff area 53.6 ac=20.4 mgd 81 x SWMP P2-B Sub-basin B PEPS Rain 0 1,042 1,042 Runoff area 3.7 ac = 1.5 mgd 82 x SWMP P2-C Sub-basinC PEJ82 Rain 0 1,944 1,944 Runoff area 7.1 ac =2.8 mgd 83 x SWMP P2-D Sub-basin D AS effluent Rain 0 2,153 2,153 Runoff area 7.8 ac channel =3.1 mgd 84 x SWMP P2-E Sub-basin E Headworks Rain 0 1,042 1,042 Runoff area 3.8 ac = 1.5 mgd 85 x SWMP P2-F Sub-basin F Headworks Rain 0 3,264 3,264 Runoff area 39.4 ac=4.7 mgd 86 x P2-66 1-1 Grit dewatering Grit basins Continuous 2400 600 gpm x 4 effluent channel 87 x P2-66 1-2 Screenings wash water Bar screen Continuous 800 influent pv\\QmbUbcwrema\C1emMNOLSD'16339bbRMenbles2011"smrPYnVOm r406DFTYWP-Pbml ,2.d 453 contents TAB E4-25 Plant No.2 Side streams ID P-1 P-2 Source Ref Name To Frequency Comment Minimum Maximum Average Basis (gpm) (gpm) (gpm) 88 x P2-66 T7 1-3 Scrubber-HW-D Grit basins Continuous 10 effluent channel 89 x P2-66 T1 id Scrubber-north JB A(PE) Continuous 10 complex 90 x P2-66 T1 1-5 Scrubber-near north Coast trunk Continuous 10 complex 91 x P2-66 T1 1£ Scrubber-south JB#3(PE) Continuous 10 complex 92 x P2-66 T1 1-7 Scrubber-dewatering Coast trunk Continuous 10 bldg 93 x P2-66 T1 1-8 Scrubber-DAF WSSPS Continuous 10 thickeners 94 x P2-66 T1 1-9 Dewatering reject JB#2 and DS Continuous 200 streams(BFP, B centrifuge) 95 x P2-66 T1 1-10 DAF thickener PEPS Continuous supernatant(underflow) 96 x P2-66 T1 1-11 Clarifier scum WSSPS Continuous 1,042 97 x P2-66 T7 1-12 WSSPS discharge DSC Continuous 98 x P2-66 T1 1-13 Plant air compressor SSPS 1 Continuous 70 seal water 99 x P2-66 T1 1-14 Gas compressor room 84"SE Continuous 100 x P2-66 T1 1-15 Compressor bldg near WSSPS Continuous WSSPS 101 x P2-66 T2 2-1 HW-D, Primary Bar screen Periodic treatment ferric chloride effluent facility drain channel F54 0L3DFW 2017-Ph %2.doox CONTENTS TAB E4-25 Plant Nb.2 Side Streams ID P-1 P-2 Source Ref Name To Frequency Comment Minimum Maximum Average Basis Wpm) Wpm) (gpm) 102 X P2-66 T2 2-2 HW-D, influent meter Bar screen Periodic pump discharge influent channel 103 x P2-66 T2 25 Plant water PS drain Coast trunk Periodic and overflow 104 x P2-66 T2 25 Scrubber blowdown, SSPS 2 Periodic north complex 105 X P2-66 T2 2-7 Scrubber blowdown, SSPS 2 Periodic south complex 106 x P2-66 T2 2-8 Dewatering reject Coast trunk Periodic streams 107 x P2-66 T2 2-9 Solids storage drain Coast trunk Periodic 108 x P2-66 T2 2-10 DAF thickener drain WSSPS Periodic and overflow 109 x P2-66 T2 2-11 WSSPS drain and Coast trunk Periodic overflow 110 x P2-66 T2 2-12 Truck wash SSPS 96 PI to DS C Periodic discharge 111 x P2-66 T2 2-13 Truck wash SSPS Periodic drain/overflow 112 x P2-66 T2 2-14 Grit chamber tunnel N/A Periodic 113 x P2-66 T2 2-15 Brereton&Linstrom N/A Periodic tunnel 114 x P2-66 T2 2-16 Billings tunnel N/A Periodic 115 x P2-66 T2 2-17 Clarifier drain—D, F, G SSPS 1 or Periodic SSPS 2 116 x P2-66 T2 2-18 Clarifier drain—E SSPS 2 Periodic 117 x P2-66 T2 2-19 Clarifier drain—H SSPS 2 Periodic pv\\QmbUbcwrema\C1emMNOLSD'10339bbRMenbles2011 H4nmrPYn\Ompzr4IXSDFTY}AI'!-Phm lb.i.doca a5� contents TAAIE4-25 Plant No.2 Side Streams ID P-1 P-2 Source Ref Name To Frequency Comment Minimum Maximum Average Basis (gpm) (gpm) (gpm) 118 x P2-66 T2 2-20 Clarifier Drain—0,N Coast trunk Periodic 119 x P2-66 T2 2-21 Clarifier drain—P.0 Coast trunk Periodic 120 x P2-66 T2 2-22 Clarifier drain—I,J,K, Coast trunk Periodic L,M 121 x P2-66 T2 2-23 Clarifier drain—A, B, C N/A 122 x P2-66 T2 2-24 Clarifier effluent Coast trunk N/A junction box F drain— P,O 123 x P2-66 T2 2-25 2clarifier scum WSSPS N/A 124 x P2-66 T2 2-26 2clarifer drain WSSPS Periodic 125 P2-66 T2 2-27 Activated sludge Periodic reactor scum and drain 126 P2-66 T2 2-28 Digester overflow Periodic Sources: 1999 SP—1999 Strategic Plan,Volume 4,Section 10,Table 10-1. MH—August 18,2008 and September 17,2008 meetings with Michelle Hetherington, Division 820 Regulatory Specialist. GWR—Groundwater Replenishment System Joint Standard Operating Procedures(SOPS). Pi—Pi Existing Recycle and Drain Line Rerouting,October 2002. SWMP—J-67 Peak Flow Management Stormwater Master Plan,June 2005. Notes: 1. Currently, 1.7 mgd is pumped to Plant No.2 via the Interplant Diversion line by the P1-76 Filtrate Pump Station,with the remainder going to the Plant No. 1 WSSPS. Project PIA 01A will remove flow restrictions in the pipeline to increase the Flow rate,which will allow all flow to be sent to Plant No.2 via the Interplant Diversion. (GC per 9/17/08 meeting with Mill. 2. Sludge-drying beds were modified after 1999 Strategic Plan. Source considers to be"continuous"only when in use. 3. The design of Project P1-37(PCs 6-15 expansion to PCs 6-31)intended to eliminate the need for PCs 3-5 to function as primary sludge-thickening basins for PCs 6-15. However, PCs 3-5 could continue in that function. General note:Side stream tables will be reviewed and updated,as required, under the stonnwater master planning effort. F56 0L3DFW 2017-Ph %2.doox CONTENTS 4.4.4 Design Criteria 4.4.4.1.1 General Plant No. 2 has six WSSPSs:WSSPS-A located adjacent to the DAFT-D below the Tremblay Tunnel level,WSSPS-B located between Digesters H and N,WSSPS-C located north of Primary Clarifier E between Billings and Lindstrom tunnels,WSSPS-D located west of Secondary Clarifier L,WSSPS-E located north of Trickling Filter Clarifiers C and F,and WSSPS-F located in the Hams and Carney Tunnels. 4.4.4.1.2 MSPS-A WSSPS-A receives continuous flow from the area and floor drains in the DAFTs. Intermittent flows come from the aeration basins,secondary clarifiers,and DAFTs when these units are drained.WSSPS-A discharges to either Distribution Box C,which feeds PCs M through Q or to the Secondary Clarifiers A through H at the AS Plant.An overflow to the Coast Trunk Sewer is also available,which conveys the flows to the headworks. The major components for WSSPS-A are listed in Table 4-26. TABIE4-26 Plan0b.2 WSSPS-A-Xt4prComponents Parameter Value Project P2-42-2 Year Installed 1996 Pump Capacity 3 pumps(2 duty, 1 standby)2,500 gpm (5.6 mgd)@ 55 feet TDH Pump Type Vertical suction,horizontal discharge,vertical shaft,single-stage, mixed flow, nonclog,dry pit,centrifugal pumps. Pump hp 60-hp constant speed drives Station Capacity Firm Capacity=2 x 2,500 gpm=5,000 gpm(11.1 mgd) Source: P242-2 specifications,submittal data. 4.4.4.1.3 ASSPS-B WSSPS-B receives continuous and intermittent flows from the area,tunnels,and floor drains for the digesters.This excludes Digester A and B,which are scheduled for demolition under Project No. P2-110.WSSPS-B discharges to Junction Box-4,which flows into the PEPS.The major components for WSSPS-B are listed in Table 4-27. TABIE4-27 Planttb.2 WSSPS-B-Nh' r Components Parameter Value Project P2-21 Year Installed 1974 Pump Capacity 2 pumps, 1,100 gpm(1.6 mgd) Pump Type Vertical suction,horizontal discharge,vertical shaft pumps. Pump hp 15-hp Station Capacity Firm Capacity—2 x 1,100 gpm=2,200 gpm(3.2 mgd) Source: P2-21 Contract Record Drawings pv\\QmbVAcwrema\C1emMNOLSD'16339bbRMembles2011"swrPYn\Ompzr406DrAYWP-Pkml ,2.d 457 4.4.4.1.4 ASSPS-C WSSPS-C receives continuous and intermittent blowdown,overflow,and drainage from the area and floor drains for the South Scrubber Complex(SSC) (at wet well-1)and PCs D,E,F,G,and H(at Wet Well 2).WSSPS-C discharges to the Headworks Primary Splitter Boxes A or B.The major components for WSSPS-C are listed in Table 4-28. TARLE4-28 Planttb.2 WNSPS-C MijorComponents Parameter Value Project P2-66 Year Installed 2011 Pump Capacity 2 pumps,2,000 gpm(2.9 mgd)@ 24 feet TDH,35 hp,constant speed(wet well-1) 2 pumps,350 gpm(0.5 mgd)@ 40 feet TDH,5 hp,constant speed(wet well-2) Pump Type Non-clog submersible Station Capacity 3.5 mgd Source: P2-66 specifications. 4.4.4.1.5 ASSPS—D WSSPS-D receives continuous and intermittent flows from the areas surrounding the secondary clarifiers.The flows are discharged back to the AS discharge channel.The major components for WSSPS-D are listed in Table 4-29. TARLE4-29 Plantlb.2 MSPS-DM�orCornponcnts Parameter Value Project P2-23-06 Year Installed 1983 Pump Capacity 2 pumps,5.2 mgd each Pump Type Vertical Mixed Flow Pump hp 25-hp Station Capacity 5.2 mgd(1+1) Source:OCSD Data Request on 11/06/2017 pv\\Qmb\Gxwems\(IeWCNOLSD'103)9etlbRticenbles201]M4smrPYn\Ompzr406DFTY}AI]-Phm lb.i.doca 458 4.4.4.1.6 MSPS E WSSPS-E connects to a much smaller system than the other WSSPSs and receives runoff from the parking lot north of TPSC that is discharged to the Interplant Effluent pipelines.The major components for WSSPS-E are listed in Table 430. TABIE4-30 Plant Tb.2 MSPS-EPoL' r nents Parameter Value Project P2-66-3 Year Installed 2006 Pump Capacity 2 pumps,0.02 mgd each Pump Type Submersible ABS 4'AFP Pump hp 2-hp Station Capacity 0.02 mgd(1+1) Source:OCSD Data Request on 11/06/2017 4.4.4.1.7 MSPS F WSSPS-F receives flows from tunnel drains around the Plant No.2 Primary Clarifiers and discharges into the Coast Trunkline. The major components for WSSPS-F are listed in Table 4-31. TABLE4-31 Planttb.2 VrMPS-F Aj r Components Parameter Value Project P2-25-1A Year Installed 1960 Pump Capacity 2 pumps,0.13 mgd each Pump Type Submersible CI 3" Pump hp 3-hp Station Capacity 0.26 mgd(2+1) Source:OCSD Data Request on 11/06/2017 pv\\Qmb\Gxwema\(IeWCNOLSD'10339bbRMenbWlAl11 H4nmrPYn\Ompzr40L5DFTY}AI'!-Phm lb.i.doca 459 4.0 PLANT NO.2 4.4.5 Planned Upgrades Project P2-122 will split the Plant No.2 Headworks to treat reclaimable and non-reclaimable flows separately.Non-reclaimable flows will include SARI,side stream flows,Daft underflow,and centrate.This project will make piping changes to route these flows to the non-reclaimable side of the plant. Project P2-98 will split primary treatment into reclaimable and non-reclaimable sides under normal operating conditions.Non-reclaimable flows,including waste side stream flows, will be routed to new non-reclaimable primary clarifiers. 4.5 Effluent Disinfection 4.5.1 Overview During the summer of 1999, stretches of Orange County beaches were closed due to elevated levels of fecal indicator bacteria. In response,OCSD and numerous other organizations conducted extensive studies to determine the source of this contamination. These studies found several potential sources,including birds,Talbert Marsh and the Santa Ana River discharge,and groundwater contamination.A trunk line near the coast and the effluent plume discharging from OCSD's five-mile outfall were also investigated,but were not found to contribute sources of bacterial contamination.However,to be proactive and protect public health,OCSD began disinfecting its final effluent in 2002 using chlorine at both treatment plants as a temporary measure to eliminate any uncertainty. In 2006,OCSD observed degradation of marine life new the ocean outfall.Staff conducted 10 individual studies targeting potential causes for these observed effects. Results showed that OCSD's use of chlorine for ocean outfall disinfection highly correlated with the observed effects and was therefore the likely cause of the decline in biological communities near the outfall. In addition,staff performed a historical analysis using the most recent 14 years (1992-2005) of bacterial data from beaches monitored by OCSD.This was done to assess whether public health protection had improved since disinfecting its ocean discharge. The results from this assessment showed that disinfecting OCSD wastewater at a cost of $4.18 million dollars over the 14-year period had no measurable public health benefit. Regardless of disinfection,bacteria concentrations did not change significantly,either temporally or spatially,at Orange County beaches. A 2008 review of OCSD's disinfection practices by a nine-member independent panel of experts organized by the National Water Research Institute recommended evaluating the need for disinfection once full secondary treatment was achieved.With full secondary treatment in place,these studies indicated that no public health benefit was gained,and that there were negative impacts to the biological community new OCSD's ocean outfall,and 460 pn.\Ykm6iVMimemnYtiemMAgCSD'103}9FOON:Menbka/N17h§srerP6n\(Aaper 4 MDFW W1]-Plain N.id 4.0 PLANT NO.2 going forward with disinfection would cost OCSD ratepayers approximately$500,000 annually. Since 2012,with full secondary treatment in place,OCSD no longer discharges primary effluent to the ocean,except under emergency conditions.On March 17,2015,OCSD received approval from the USEPA and Santa Ana RWQCB to stop disinfection. Subsequently,since March 2015,OCSD no longer disinfects effluent to the ocean. Disinfection(and dechlorination)is needed only if the one-mile short outfall is used under emergency conditions. These effluent disinfection operational changes will be addressed in OCSD's revised NPDES Permit(CA0110604),for which the application is currently under development while this FMP is being developed.The following paragraphs describe the effluent disinfection process under emergency conditions. This process adds sodium hypochlorite(bleach,or NaOCI) to the wastewater to destroy fecal coliform and other disease-carrying microorganisms. It then adds sodium bisulfite (NaHSO3) to dechlorinate the wastewater and eliminate the impact of sodium hypochlorite in the ocean. Sodium hypochlorite and other disinfectants are also added to the treatment process for other purposes,such as for disinfection plant water,foam control,and odor control.These topics are discussed in other sections. The chlorination and dechlorination systems are automated. Chlorine residual is monitored at select points along the treatment train. These systems we considered essential facilities for emergency use and must be maintained so they can remain in operation at any time. 4.5.1.1.1 Bleach Feed Points Plant No.2 effluent disinfection bleach feed points are shown on Exhibit 4-12.The Plant No.2 bleach feed points are listed in Table 4-29. TAB E4-29 Phrrt No.2 Bleach Feed Points Feed Point Effluent Source Status t Primary Influent Splitter Box A Primary Flow to A Side Existing Primary Clarifiers 2 Primary Influent Spider Box B Primary Flow to B Side Existing Primary Clarifiers 3 Primary Influent Splitter Box C Primary Flow to C Side Existing Primary Clarifiers 4 AS Plant Secondary Clarifiers Effluent Secondary AS Plant Secondary Existing Discharge Channel by Basin L Clarifiers 5 Trickling Filters Solids Contact(TFSC) Secondary Trickling Filter Solids Existing Effluent Box A-F Contact(TFSC) pn.\\QmAdAcwrem\Cl'em/CNOCSD'103391ONRhe Wb 017tis¢r Plaa\Cfiap¢e4IXSDFTP 2017-P§n 2da 4S1 4.0 PLANT NO.2 Feed Points 1-3 disinfect primary influent from Headworks D to the Primary Clarifiers(PCs) and is used only under emergency or specific operational conditions.Since OCSD no longer disinfects effluent to the ocean,the secondary effluent is not routinely disinfected. 4.5.1.1.2 Sodium Bisulfite Feed Points The Plant No.2 Sodium Bisulfite feed points are listed in Table 4-30.Sodium Bisulfite is fed only when final effluent disinfection occurs. TABLE 4-30 Plant M.2 Sodium Beutfite Feed Points Feed Point Status GOBS wetwell Existing EPSA wetwell Existing 4.5.2 Equipment The Plant No.2 Bleach Station is located between Digesters A and B and PCs A,B,and C on the east side of the plant site. In addition to effluent disinfection storage and feed facilities, the Bleach Station includes storage and feed equipment for plant water disinfection. Table 4-31 summarizes the bleach station equipment at Plant No.2. TABLE 4-31 Plant M.2 Bleach Station Equipmcnt S Item Units Type Bleach Tanks(12 ft. Dia.) 6(2 in use) 12,500 gallon glass/resin FRP 27GTNK281, 27GTNK282,27GTNK283 27GTNK284,27GTNK285,27GTNK286 Tanks Filling System Connection 1 each 4-inch fill pipe w/a 2-inch fill Overflow Protections 1 each 6-inch pipe to adjacent tank and floor System Overflow Protection 1 Overflow pipe to sump Dosing Pumps 8(4 duty,4 standby) 1 to 42 gpm VFD peristaltic hose type 40 rpm(max. 120 rpm) Tank Level Sensor 1 each Ultrasonic level sensor Chemical Meters 1 at each feedpoint Magnetic type Chlorine Residual Sensor 1 Micro-2000(located at EJB) Piping System NA CPVC 4.5.2.1.1 Storage Tanks The Bleach Station includes six 12,500-gallon fiberglass reinforced plastic(FRP)storage tanks,which are insulated to protect the bleach from temperature and UV degradation. Temperature gauges are located on each tank near the base of the tank.All surfaces are coated with a glass/resin composition that protects the tanks from UV degradation. 462 pn.\YkmaiVMwremn`,Ctiem/CNOCSD'103}9FOON:Menbka/N17 h .,P6n\Qaper40SDFW W17-PlainN.2,d 4.0 PLANT NO.2 Each tank includes a 4-inch fill pipe with a 2-inch fill connection,an ultrasonic level sensor, and a tank level indicator. If overfilled,a 6-inch overflow pipe will drain excess bleach to a floor drain and to a chemical sump. An FRP caged ladder and handrails on the top perimeter provides access to the top of the tank.A 36-inch diameter hinged manway and a 4-inch goose-neck vent are located on top of each tank. Each tank has a 6-inch pump suction nozzle,6-inch tank drain,and various spare nozzles.The suction piping valves have powered operators for local or remote operation. 4.5.2.1.2 Tank Level Sensors Each tank has a Milltronics HydroRanger ultrasonic type level sensor and level transmitter. A level indicator is located at each fill connection for fill monitoring. 4.5.2.1.3 Feed Pumps The effluent disinfection system includes eight Watson-Marlow Model SPX-40 peristaltic hose bleach feed pumps. Each pump can operate between 2 and 120 rpm(1 to 42 gpm). Pumps are driven by 30-hp VFDs with turndown gearing. The pumps can operate intermittently above 75 rpm,with 40 rpm recommended for continuous operation. All pumps can draw from any chemical storage tank and can feed multiple points. Table 4-32 lists the feed points each pump can serve and whether that feed point is the primary or secondary feed point. TABLE 4-32 Feed Locahow AS Plant Secondary Pump Side A Side B Side C Clarifier Effluent Channel 27GPMP180 Secondary Primary 27GPMP183 Secondary Primary 27GPMP186 Secondary Secondary Primary Secondary 27GPMP190 Primary Secondary 27GPMP193 Primary Secondary 27GPMP196 Secondary Primary Secondary Secondary 27GPMP200 Primary Primary 27GPMP203 Primary Primary Source:OCSD.June,2004.Short Term Ocean Oulfall Bacteria Reduction Project.Job No.J-87.Operations a Maintenance Manual(OCSD,2004). Each pumping unit has a VFD.The pump control panels are located along the pump containment wall near each pump.Two panels(Panel 26 and 26A) are provided for reliability and operational flexibility. pn.\\QmAo\Acwrem\Clem/CNOCSD'103391ONRheabka201]I.is¢r Plaa\Cfiap¢e4IXSDFTP 201]-P§n[Na 2dax 4S3 4.0 PLANT NO.2 4.5.2.1.4 Chemical Flowmeters Three Sperling TIGERMAG magnetic flowmeters(27GFE211,27GFE228,and 27GFE229) measure the feed rate to the bleach feed points. One flowmeter(27GFE211)measures chemical flow to either the activated sludge secondary clarifier effluent channel or to Splitter Box A,while flowmeters 27GFE228 and 27GFE229 measure flow to Sphtter Boxes B and C, respectively. 4.5.2.1.5 Chlorine Residual Analyzers The Bleach Station operates in conjunction with two chlorine residual analyzers (27GAIT222 and 27GAIT236) located at the Plant Water Diversion Box (PWDB)and Junction Box No. 1 (JB 1).The chlorine residual analyzer at the PWDB measures the chlorine residual from the bleach feed into the activated sludge secondary clarifier effluent channel.The analyzer at JB 1 measures the residual from feeds to the primary clarifier splitter boxes.See Exhibit 4-12 for Plant No.2 effluent disinfection feed points. Each chlorine analyzer system includes a chlorine residual analyzer,sample pump,and automatic cleaning system.The chlorine residual analyzers are Wallace and Tiernan model Micro-2000. 4.5.2.1.6 Clemical Pivin Suction and discharge piping is chlorinated poly vinyl chloride(CPVC).In general,the discharge pipelines located within the plant tunnels are located away from the main traffic corridor and along the tunnels' walls to avoid potential chemical exposure to workers. Additional pipe shielding is provided where the pipelines have increased exposure. Discharge piping within the tunnels has air release valves at all high points to remove air pocket flow constrictions. 4.5.2.1.7 TFSC Sodium Hvoochlorite Facility The Plant No.2 Trickling Filter Solids Contact (TFSC,Project No.P2-90) sodium hypochlorite (bleach)facility is located between Trickling Filters A-C and Trickling Filters Secondary Clarifiers A-F on the north side of the plant site. Table 4-33 summarizes the TFSC(P2-90)sodium hypochlorite equipment at Plant No. 2. TA13TE4-33 Plant No.2 TFSC(P2-90)Sodnmr Itpoohlorile Eauivnent Summatv Item Units Type NsOCI Tanks(12 ft. Dia.) 2 12,000 gallon glass/resin FRP 22NTNK310, 22NTNK320 Tanks Filling System Connection 1 each 3-inch fill pipe Overflow Protections 1 each 6-inch pipe to adjacent tank System Overflow Protection 1 Overflow pipe to sump 464 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:Menbka/101]h§srerP6n\Qaper4IXSDFM1P 201)-Plain No.idoca 4.0 PLANT NO.2 TABLE4-33 Plant No.2 TFSC 2-90 Sodium hbree Equonont Sumnany Item Units Type Dosing Pumps 3 0.1 to 4.1 gpm VFD peristaltic hose type Tank Level Sensor 1 each Ultrasonic level sensor Chemical Meters Iat facility Magnetic type Piping System NA CPVC Storage Tanks The TFSC (Project No.P2-90) sodium hypochlorite facility includes two 12,000-gallon FRP storage tanks.The tanks are insulated to protect the bleach from temperature and UV degradation. Temperature gauges are located on each tank near the base of the tank.All surfaces are coated with a glass/resin composition that protects the tank from UV degradation. Each tank includes a 3-inch fill pipe,an ultrasonic level sensor,and a tank level indicator. If overfilled,a 6-inch overflow pipe will drain excess bleach to a floor drain and to a chemical sump. An FRP caged ladder and handrails on the top perimeter provides access to the top of the tank.A 36-inch diameter hinged manway and a 4-inch goose-neck vent are located on top of each tank. Each tank has a 6-inch pump suction nozzle,a 6-inch tank drain,and various spare nozzles.The suction piping valves have powered operators for local or remote operation. Tank Level Sensors Each tank has a N illtronics HydroRanger ultrasonic-type level sensor and level transmitter. A level indicator is located at each fill connection for fill monitoring. Feed Pumps The facility includes three peristaltic hose sodium hypochlorite feed pumps.Under normal flow conditions,each pump operates at a maximum 10 rpm. Pumps are driven by 1/2-hp VFDs. All pumps can draw from either chemical storage tank and can feed multiple points. Table 4-34 shows the feed points each pump can serve. TABLE 4-34 Pwnp Feed Locations Pump Feed Location 22NPMP335 Each pump can feed the same multiple points- 22NPMP340 TF Clarifiers A-F,secondary effluent launders. 22NPMP345 pv.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRheabka201]I.is¢r Plaa\Cfiap¢e4IXSDFTP 201]-P§n[Na 2dax 4S5 4.0 PLANT NO.2 TABLE 4-34 Prunp Feed Locations Pump Food Location Source:Job No.P2-90 Record Drawings Each pumping unit has a VFD.The pump control panels (22NFCP335,22NFCP340, 22NFCP345)are located along the pump containment wall near each pump. Chemical Flowmeter A single magnetic flowmeter(22NFE350)measures the feed rate to the sodium hypochlorlte feed points. Chlorine Residual Analyzers The TFSC sodium hypochlorlte facility operates in conjunction with chlorine residual analyzers located in the TFSC Meter Vault. Chemical Pining Suction and discharge piping is CPVC hi general, the discharge pipelines within the plant's tunnels are located away from the main traffic corridor and along the walls of the tunnels to avoid potential chemical exposure to workers.Additional pipe shielding is provided where the pipelines have increased exposure. Discharge piping within the tunnels has air release valves at all high points to remove air pocket flow constrictions. 4.5.2.1.8 Sodium Bisulfite Station The Sodium Bisulfite Station is located just south of the OOBS on the west side of the existing above-grade,120-inch OOBS discharge pipeline. Sodium bisulfite is fed into the GOBS and EPSA wet wells just downstream of where Plant No. 1 and Plant No.2 effluent comingle.Dechlorination analyzers sample from the above-grade 120-inch pipe and north surge tower to monitor the resulting chlorine residual. Table 4-35 summarizes the sodium bisulfite station equipment at Plant No.2. TAB E4-35 Plant%2Sodum Bisulfite Station upmentSurnrany Item Units Type Bisultife Tanks(12 ft. Dia.) 3(1 in use) 13,000 gallon glass/resin FRP w/heated panels 17GTNK101, 17GTNK102, 17GTNK103 Tanks Filling System Connection 1 each 4-inch fill pipe w/a 2-inch fill Overflow Protections 1 each 6-inch pipe to adjacent tank System Overflow Protection 1 Overflow pipe to sump 466 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:Menbka/N17 h .,Pla.Q er4IXSDFW W17-PlainN.2,d 4.0 PLANT NO.2 TAME4-35 Plant No.2SodimiBeulfc Station urtimcinSummary Item Units Type Dosing Pumps 4 1 and 42 gpm VFD peristaltic type hose 40 rpm(max. 120 rpm) Tank Level Sensor 1 each Ultrasonic level sensor Chemical Meters 1 at each feed point Magnetic type Chlorine Residual Sensor 1 Micro-2000(located at EJB) Piping System NA CPVC Storage Tanks The Sodium Bisulfte Station includes three 13,000-gallon FRP storage tanks.These tanks have heating panels and are insulated to prevent the sodium bisulfite from crystalizing. Sodium bisulfite begins to crystalize when its temperature falls to approximately 40 degrees Fahrenheit.All surfaces are coated with a glass/resin composition that protects the tank from UV degradation. Each tank includes a 4-inch fill pipe with a 2-inch fill connection.The tanks have an ultrasonic level sensor and a tank level indicator at the filling connection.R overfilled,each tank has a 6-inch overflow pipe that drains excess sodium bisulfite to a floor drain,which drains to a chemical sump. An FRP caged ladder and handrails on the top perimeter provides access to the top of the tank.A 36-inch diameter hinged manway and a 4-inch goose-neck vent are located on top of each tank.Each tank has a 4-inch pump suction nozzle,a flinch tank drain,and various spare nozzles.The suction piping valves have powered operators for local or remote operation. Tank Level Sensors Each tank has a Milltronics HydroRanger ultrasonic-type level sensor and level transmitter. A level indicator is located at each fill connection for fill monitoring. Feed Pumps The dechlorination system includes four Watson-Marlow Model SPX40 peristaltic hose bleach feed pumps. Each pump can operate between 2 and 120 rpm(1 to 42 gpm). Pumps are driven by 2 hp VFDs with turndown gearing.The pumps can operate intermittently above 75 rpm,with 40 rpm recommended for continuous operation. The pump control panels are located along the pump containment wall near each pump. Two panels (Panel 27 and 27A) are provided for reliability and operational flexibility. pv.\\QmAdAcwrem\Ckm/CNOCSD'103391ONRhe Wb 0171.i.Pb.\ .fi ,40SDM 2017-P§n 2da 4S7 4.0 PLANT NO.2 Chemical Flowmeters One Sparling TIGERMAG magnetic flowmeter (27GFE331)measures the feed rate to all the sodium bisulfite feed points.When disinfection is in service,sodium bisulfite would typically be fed one feed point at a time only. Chlorine Residual and Dechlorination Analyzers The Sodium Bisulfite Station operates in conjunction with one chlorine residual analyzer (27GAIT338)located at the OOBS wet well,and three dechlorination analyzers (27GAIT342, 27GAIT 346,and 27GAIT356).Two dechlorination analyzers are located on the 120-inch above-grade OOBS discharge pipe just south of the Sodium Bisulfite Station,and one is located at the north surge tower.The chlorine residual analyzer at the OOBS wet wen measures the chlorine residual from the combined Plant No. 1 and No. 2 effluent at the OOBS wet well. Each chlorine analyzer system has a residual analyzer, sample pump,and automatic cleaning system.The chlorine residual and dechlorination analyzers are Wallace and Tiernan models Micro-2000 and DEOX 2000,respectively. Chemical Piping Suction and discharge piping is CPVC An suction and discharge piping,except the buried piping,are heat traced to reduce the potential for the sodium bisulfite to crystalize at lower temperatures.The heat tracing system is designed to maintain a temperature range that decreases crystallization.The heat trace insulation surrounding the piping offers additional shielding in case of a pipe leak. 4.5.3 Operational Philosophy Since OCSD no longer conducts effluent disinfection except under emergency conditions,its NPDES Permit(CA0110604)is being revised to reflect the new operational requirement. This section describes the operational philosophy for effluent disinfection under emergency conditions or as otherwise required to meet specific plant operational needs. If emergency conditions arise and the existing short outfall is used,all wastewater sent to the ocean will be disinfected prior to disposal.Total coliform,fecal coliform,and enterococci bacteria will be monitored,based on a 30-day geometric mean value,for compliance with the AB 411 standards for beach sanitation.The maximum values for compliance are as follows: • Total Coliform Bacteria<MPN 1,000/100 mL after initial dilution(180:1). • Fecal Conform<200 MPN/100 mL after initial dilution(180:1). • Enterococcus<35 MPN/100 mL after initial dilution(180:1). Sodium hypochlorite is added to the wastewater to destroy fecal coliform and other disease- carrying microorganisms.Sodium bisulfite is then added to dechlorinate the wastewater 468 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:Menbka/N17 h§srerP6n\Qaper 4 MDR&W17-Plain N.id 4.0 PLANT NO.2 and eliminate the impact of sodium hypochlorite in the ocean.The acceptable chlorine residuals for ocean discharge are listed in Table 4-36. TABFE4-36 Total Chlorine Residual-Eftbent Linitahonsrefer to 2017 nnite ciedlale201 Units 30-day Average 7-day Average Maximum at anytime mg/I 0.36 1.45 10.86 Ibs/day 834 3,361 25,179 Source:California Regional Water Quality Control Board Santa Ana Region and U.S. EPA Region IX,ORDER NO. R8-2004-0062,NPDES NO.CA0110604,Ocean Plant Table B Effluent Limitations for Protection of Marine Aquatic Life. While the NPDES standards apply to bacterial levels in the ocean, the operational philosophy is to maintain the bacterial level in the plant that corresponds to the target level in the ocean. This correlation was developed through an extensive testing effort. The effectiveness of a disinfection system using bleach depends on the quality characteristics of the liquid being treated,dosage,mixing,and contact time.For the disinfection system at Plant No.2,bleach can be fed to the primary influent and to the secondary effluent streams. Higher dosing rates are required for the lower quality wastewater. Also affecting the proper dosage and contact time is the appropriate mixing level.Generally, the higher the level of mixing,the less contact time is needed. The feed points for the disinfection systems at Plant No.2 have adequate mixing due to downstream weirs, junction boxes,and other features,which create turbulence. The bleach facilities typically feed 12.5 percent sodium hypochlorite.The bleach pumps can be operated in one of three modes: constant speed,constant feed rate,or constant dosage in the wastewater.The normal operation is to provide a constant dosage in the wastewater. This mode,called"cascade" or"flow paced," matches the desired dosage to the wastewater flow rate. Multiple feed points are provided for operational flexibility,but under normal operation, only one feed point is active at a time.The feed system cannot control the amount of chemical fed at multiple feed points.The residual analyzer sensors initiate an alarm at low (1 mg/L) and high(5 mg/L)chlorine levels and do not affect dosage trimming or pump control. The suction valves on the chemical tanks may be operated locally or remotely.Normally, only one tank will be open at any one time. The levels in the tanks will generate alarms at various level settings. In the sodium bisulfite facilities,disinfected effluent is dechlorinated prior to discharge through OCSD's ocean outfall system. The operational goal of the dechlorination system is to remove the chlorine residual resulting from the disinfection process.The Plant No.2 p..\\QmAd x..Clem/CNOCSD'103391ONRhe Wb 017I. .Pla.\ .fi ,4MDFW 2017-P§n 2da 4d9 4.0 PLANT NO.2 Sodium Bisulfite Station provides storage and feed facilities to dechlorinate disinfected effluent from both Plant No.1 and Plant No. 2. When removing the chlorine residual resulting from the disinfection process,the reaction between the sodium bisulfite and chlorine is instantaneous. However,contact must occur for the reaction to take place.As such,good mixing is essential for dechlorination. Dechlorination of Plant No. 1 and Plant No.2 chlorinated effluent is accomplished at the Plant No.2 OOBS and EPSA. Sodium bisuffite is fed into the OOBS wet well where effluent from Plant No. 1 and Plant No. 2 co-mingles.The OOBS pumps,which pump treated effluent out to the ocean outfall,provide the needed mixing. Sodium bisulfite is also fed into the EPSA primary and secondary wet wells and the 102-inch pipeline from the Secondary Junction Box. The sodium bisulfite facility typically feeds 25 percent sodium bisulfite. The sodium bisulfite pumps can be operated in one of three modes: constant speed,constant feed rate,or constant dosage in the wastewater. The normal operation is to provide a constant dosage in the wastewater.This mode,called"cascade" or"flow paced," matches the desired dosage to the wastewater flow rate. The chlorine residual concentration is the residual before chlorinating the combined disinfected effluent from Plant No.1 and No. 2.This is a predicted value input by the operator. In the future,this value may be automatically input from the chlorine residual analyzer at the OOBS wet well. The dechlorination analyzers at the 1204nch pipeline and surge tower measure the chlorine residual after sodium bisulfite addition.The chlorine residual analyzer initiate alarms at low (1 mg/L) and high(5 mg/L)chlorine residual levels and are not used for dosage trimming or pump process control.The dechlorination analyzers also initiate alarm at low and high levels. The suction valves on the chemical tanks may be operated locally or remotely.Normally, only one tank will be open at a time.The levels in the tanks will generate alarms at various level settings. 4.5.4 Current Performance As described in the overview,OCSD no longer conducts effluent disinfection except under emergency conditions. Because effluent disinfection ceased in March 2015 and will be required only under emergency conditions,the projected chemical use for Plant No.2 effluent disinfection operations is zero.However,historical sodium hypochlorite and sodium bisulfite usage at Plant No.2 for effluent disinfection operations has averaged approximately 447,000 and 25,100 gallons per month,respectively. 470 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:Menbka/N17 h§srerP6n\Qaper 4 MDR&W17-Plain N.id 4.0 PLANT NO.2 OCSD operations staff should maintain a sufficient quantity of chemical on site for routine plant water disinfection operations and emergency effluent disinfection.The following assumptions were also considered in these projections: • No disinfection of GWRS brine discharges will be needed. • No disinfection will be needed for primary influent or secondary effluent. 4.5.5 Design Criteria Design criteria for the current bleach stations at Plant No.2 are included in Tables 4-37 and 4-38. TAB1E4-37 Plant No.2 Actuated Studge Bleach StatiWl DesgnCerteria Delivery Form 12.5%Sodium Hypochlorite, Bulk Delivery Feetl Requirements—Primary Influent Min Ave�ra ee Max Flow,mgd 74 91 169 Dosage,mg/L 20 25 30 Feed rate @ Average Dosage,gpm 10.3 12.7 23.5 Feed Requirements—Secondary Effluent Min Avemce Max Flow,mgd 65 70 91 Dosage,mg/L 5 8 10 Feed rate @ Average Dosage,gpm 2.9 3.1 4.1 Feetl Point—Secondary Effluent Secondary Clarifier Effluent Channel near Basin L Storage Tanks Storage(Days) 5 to 6 Chemical Pumps Design Capacity,gpm 1-10 Head, PSI 72 Flowm rters Type Magnetic Chlorine Residual Analyzers Range,mg/L 0-5 Source:OCSD.2004. Short Term Ocean Outfall Bacteria Reduction Project. Job No.J-87.Operations&Maintenance Manual.June. NWRI study that led to stopping disinfection TABIE4-38 Plant M.2 TFSC Bleach Station Design Criteria Chemical 12.5%Sodium Hypochlorite, Bulk Delivery Dosage,mg/L as chlorine pv.\\QmAdncwrem\Chm/CNOCSD'103391ONRhe Wb 01]I.i.Pb.\ .fi ,4MDFTP 201]-P§n[Na 2dax 4]I 4.0 PLANT NO.2 TAB[E4-38 Plant No.2 TFSC Bleach Station Dcsign Criteria Nominal Range 4 to 6 Design 10 Minimum Contact Time',Minutes ADF 18 Peak Hour Wet Weather Flow 6 Sodium Hypochlorite Tanks Number 2 Capacity, Each,gal 12,000 Sodium Hypochlorite Metering Pumps Number 3(2 Duty, 1 Standby) Pump Type Positive Displacement Peristaltic Drive Type Variable Speed Maximum Flow,each,gallons per hour(gph) 246 Minimum Flow,each,gph 6 Normal Flow, each,gph 120 Maximum Discharge Pressure, psi 60 Minimum Driver, HP 0.5 Source:Project No.P2-90.Operations&Maintenance Manual. ' Contact time is based on theoretical residence time in 120-inch diameter secondary effluent pipeline from last TF clarifier i.e.TF Clarifier D to GOBS. Design criteria for the current sodium bisulfite station at Plant No.2 are included in Table 4-39. TABIE4-39 Plant No.2 Sodium Bsulfitc Design Criteria Delivery Form 25%Sodium Bisulfite Food Requirements Min Avg Max Flow,mgd 243 272 382 C12 Residual,mg/L(Bisulfite to Chlorine Ratio= 1.5) 2 2 2 Storage Tanks Storage(Days) 5 to 6 Chemical Pumps Design Capacity,gpm 1-10 Head, PSI 72 Flowmeters Type Magnetic Chlorine Residual Analyzers Range,mg/L 05 Dechlorination Analyzers Range,mg/L -2.5 to 2.5 4-72 pn:\YbohNbcwremn\CAkm/CNOCSn'10339FOON:Ewnbke/N17 h .,P6o\Qaper40C9WWW19-PIa .2, a 4.0 PLANT NO.2 TABLE 4-39 Plant No.2 Sodium Beulfrte asign Criteria Source:OCSD.21304. Short Term Ocean Outfall Bacteria Reduction Project. Job No.J-87.Operations&Maintenance Manual.June. 4.5.6 Planned Upgrades Project No. P2-98,Primary Treatment Rehabilitation at Plant No.2,is currently in the design phase.Project No.P2-110,Consolidated Demolition and Utility Improvements at Plant No. 2,is in the early stages of construction.To make room for planned facilities,the existing Bleach Station at Plant No. 2 will be demolished under Project P2-98 and incorporated into chemical facilities for the A-Side Primary Clarifier Odor Control. In addition,the 2009 Facilities Master Plan noted that the proximity of the EPSA bleach feed point is close to the bleach feed point at the AS plant effluent channel (much closer than the COBS).The shorter detention time requires a higher dose,releases bleach into the air,and causes difficulty with meeting bacteria requirements.Some improvement to bleach addition or mixing may be needed and could be evaluated under the bleach station modification proposed for Job No.P2-98. pn.\\QmAdAcwrem\Cl'em/CNOCSD'103391ONRhe Wb 017I.is¢r Plaa\Cfiap¢e4IXSDFTP 201]-P§n[Na 2da 4n 4.0 PLANT NO.2 4.6 Oatfall Facilities 4.6.1 Overview This section discusses the OCSD Ocean Outfall System(Outfall System)serving Plant No. 1 and Plant No.2.All treated effluent is used for reclamation or plant process needs or is disposed of through the Outfall System.The Plant No. 2 Ocean Outfall Facilities index map and details are shown on Exhibit 4-21. The Outfall System is located at Plant No.2 and serves both plants. Under normal operations,the effluent is pumped to a surge tower and flows by gravity through an outfall pipe into the Pacific Ocean. Overflow weirs to the Santa Ana River are available for emergency use. Facilities involved with effluent disposal are listed in Table 4-39.Some facilities are covered in other sections and are included here for reference only.Recommendations for those facilities are included in their respective sections. TABLE 4-39 Facilities invehed with E tuDisposat Master Plan Facility Name Chapter and Section Description OCWD Emergency 6.1 Non-OCSD Facilities Capable of discharging up to 100 mgd of treated water Discharge to the Santa Ana River under emergency situations OCWD Reclamation 6.1 Non-OCSD Facilities Use of treated effluent for reclamation relieves some (GWRS and GAP) demand on the outfall. Can accept additional effluent during high flows. Interplant Pipelines 5.0 Interplant Facilities Conveys Plant No. 1 effluent and GWRS brine to the outfall facilities at Plant No.2. OOBS/EPSA This section Routes flow to the outfall pumping facilities. Inlet Pipelines COBS This section Pumps effluent through the ouffall. EPSA This section Pumps effluent through the outfall. Designed to function as a backup to OOBS. 120-inch Outfall This section Discharge Serial No.001 (primary ocean outfall). 78-inch Outfall This section Discharge Serial No.002. Not used during normal operation;serves as a backup to the 120-inch outfall. Emergency This section Discharge Serial No.003. overflow weirs Releases effluent into the Santa Ana River under extreme conditions. Surge Tower No. 1 This section Buffers the flow between the outfall pumps and the 78-inch outfall. Surge Tower No.2 This section Buffers the flow between the outfall pumps and the 1204nch outfall. Effluent Disinfection 4.6 Effluent Disinfection Disinfects and dechlorinates ocean effluent. Final Effluent Sampler 4.6 Effluent Disinfection Used to monitor effluent quality. Building 4-7I pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:Menbka/101]h§srerP6n\Qaper4IXSDFM1P 201)-Plain No.idoca 4.0 PLANT NO.2 4.6.1.1.1 OCWD Reclamation Facilities (GWRS and GAP) The OCWD owns and operates two facilities that use OCSD secondary effluent for reclamation.The Ground Water Replenishment System(GWRS)treats secondary effluent to drinking water standards for groundwater recharge.The Green Acres Project(GAP) provides recycled water for irrigation and industrial uses. Influent to these facilities is provided to the OCWD screening facility at Plant No.1. Both the GWRS and GAP have significant return streams to Plant No.1, such as MF backwash and RO concentrate.The effective combined outfall relief capacity for the existing GWRS(Initial Expansion) and GAP is 100 mgd to 107.5 mgd depending on the demands from the OCWD reclaimed water system. During high flow events (i.e.,under PW WF), OCWD can discharge 100 mgd to the Santa Ana River to increase outfall relief capacity,if OCSD requests it(see Table 4-40). TABLE 440 OCWD ReliefCapacky Normal Operation,mgd Ultimate (Final PWWF, Water Production Summer Winter Exp.) mgd Reclaimed Water Produced from GAP facilities 7.5 0 7.5 0 GWRS Product Water 100 100 130 0 OCWD Discharge to Santa Ana River 0 0 0 100 Total Outfall Relief 107.5 100 137.5 100 The GAP facility can produce 7.5 mgd of reclaimed water.The GWRS system can produce 100 mgd of product water through the combined mfcrofiltration(MF),reverse osmosis (RO), and UV disinfection processes.This gives the OCWD GAP and GWRS a combined capacity of 107.5 mgd. During the winter,OCWD facilities do not feed the reclaimed water system due to low demand and agreements with IRWD.This reduces the effective outfall relief to 100 mgd. During a high flow event,OCWD can temporarily modify the GWRS process to increase outfall relief,which involves bypassing the RO process.Water is treated by the MF and UV processes and discharged to the Santa Ana River.PW WF events are assumed to occur during the winter when GAP would be off-line. The layout of the OCWD facilities was designed to provide GWRS with an ultimate production capacity of 130 mgd. These facilities are discussed in more detail in Chapter 6. Three pipelines(66-inch,84-inch,and 120-inch)were designed to carry treated effluent from Plant No.1 to the outfall facilities at Plant No. 2 in the Santa Ana River right-of-way.These interplant effluent pipelines are discussed in Chapter 5. pv.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRheabka201)I.i.Pb.Xl.a ,4IXSDM 2017-P§n 2da 475 4.0 PLANT NO.2 Two outfall pumping facilities(OOBS and EPSA) lift the treated effluent to the elevation required to overcome the ocean hydraulic pressure and frictional losses in the outfall pipeline.EPSA serves as a backup to OOBS.Major components of the outfall pumping facilities are shown in Table 441 and Table 442. TABLE 441 Ocean WWI Booster Station OOBS Moor Co ents Components Year Installed 1989 Projects J-15,J-15-A Number of Pumps 4 duty, 1 standby Pump Capacity(each) 83,300 gpm(120 mgd)@ 93 feet TDH @ 360 rpm Total Capacity 480 mgd(firm),600 mgd (total) Pump Type Vertical suction, horizontal discharge,vertical shaft,single stage mixed flow,dry pit Pump or 2,625-hp synchronous motor,with variable speed drive Pump Make/Model Allis-Chalmers Model 54 x 54 WSYV Source:Proposal for Installation of VFD Systems and Pumps for OOBS Station"C"at Plant No.2,Job No. J-15A by General Electric. TABLE 4-42 Effluent Pump Station Annex S Mijor Components Components Source Year Installed 2007 Projects J-77 Number of Pumps 3 Total 1 Pump Capacity 83,300 gpm(120 mgd)@ 96 feet TDH @ 360 rpm 1 (each) Total Capacity 240 mgd(firm),360 mgd(total) 1 Pump Type Vertical shaft,dry pit,centrifugal 1 Pump Motor 2,500 hp,with variable speed drive 1 Pump Make/Model Ebara 1200VLYM 2 Sources: 1.J-77 Specifications,Conformed Set, September 2003. 2.J-77 Submittal 11210 Pump Performance Test. A motor cooling issue exists with the EPSA Pumps that restricts the lower end of their speed range to approximately 65 percent of the speed.The implications of this restriction are outlined in Technical Memorandum 1,Project J-117B. OCSD operates two outfalls: a 120-inch pipe and an older 78-inch pipeline.The 120-inch outfall pipeline discharges approximately 5 miles offshore and serves as the primary outfall used during normal operations.The 78-inch outfall discharges approximately 1 mile offshore and is used only under special circumstances.The last section of each outfall has diffusers that disperse the effluent uniformly throughout an extended area.End gates at the 476 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:Menbka/N17 h .,P6n\Qa 4MDFW W17-Plain]*.2,d 4.0 PLANT NO.2 end of the outfalls maintain pressure on the diffuser ports to disperse the effluent uniformly throughout the diffusion zone. Surge towers provide a buffer between the pumping facilities and the outfalls. They protect the outfalls from water pressure transients,limit the pressure on the outfalls,and provide some operational efficiency.The major components are shown in Table 4-43. TABLE 4-43 Outall Pipefine Facilmes Facility 120-inch Outfall 78-inch Outfall Name on NPDES Permit Discharge Serial No.001 Discharge Serial No.002 Year Installed 1970 1954(to Station 70+00) (Marine Section) 1964(diffuser section) Projects J-10 J-2 (Marine Section) J-2-1 (diffuser section) Surge Tower Name Surge Tower No.2 Surge Tower No. 1 Surge Tower Max Elevation 84.5 feet 68.9 feel Diameter 120 inches 78 inches(ocean portion) (land portion is 120 inch) Discharge Location(distance from shore) Starts at 21,400 feet Starts at 7,000 feet Length of diffuser section 5,994 feet 1,008 feet Number of Diffusion Ports 503 63 Pipe Matenal Reinforced Concrete Reinforced Concrete Discharge Elevation 195 feet below sea level 65 feet below sea level Capacity(n=0.015, high tide) 480 mgd 230 mgd Usage Primary discharge outfall Emergency use only The National Pollutant Discharge Elimination System(NPDES) Permit specifies that"the discharge of wastewater at locations other than Discharge Point 001 (120-inch outfall) is prohibited,except in the event of an emergency,or to allow bypass to occur which does not cause effluent limitations to be exceeded during essential maintenance to assure efficient operation of the 120-inch outfall." The permit defines an emergency as a circumstance that precludes discharging all wastewater to the 120-inch outfall despite proper operations and maintenance of OCSD facilities. The 120-inch outfall was designed for a peak flow of 480 mgd.However, depending on the tide level,it has reportedly discharged up to 550 mgd. The actual hydraulic capacity of the outfalls varies according to the tide level and the roughness coefficient of the pipeline. In January 2017,during a large storm event,503 mgd was reportedly discharged though the long outfall. Under Job No.J-112B,the Beach Box along the primary outfall(Discharge Point 001) was taken out of service as the outfall was piped through the box. p..\\QmAdncwrem\Cl'em/CNOCSD'103391ONRhe Wb 0171.i.Pb.\ ap ,40SDM 2017-P§n 2da 4'!] 4.0 PLANT NO.2 The Outfall System has two overflow weirs at Plant No.2 used only during extreme emergencies. The NPDES Permit considers both weirs to be one facility referred to as "Discharge Serial No.003."Major components are shown in Table 4-44. TABLE 444 Erneigency OverBowRkus(Discharge Serial M.003 Location EPSAIJB-A GOBS Year Installed 2007("a Table 4-4) 1989 Projects 1-3,J-77 J-15 Dimensions 50-foot-long weir 50-foot-long weir Two 66-inch pipes Two 72-inch pipes Discharge Location Santa Ana River Santa Ana River The Santa Ana River is estimated to have an elevation of 15.7 feet when flowing at maximum capacity at the Pacific Coast Highway Bridge. As a result,overflow capacity may not be available at high river flows.Flap gates are installed on the overflow lines to prevent flood waters from entering Plant No.2 through the Outfall System. Various pipelines connect process area flows to the Outfall system.This includes secondary effluent feeds from secondary treatment facilities,overflow pipelines from primary facilities, and pipelines interconnecting the OOBS and EPSA. Project J-77(EPSA)replaced three effluent pipes with one large 144-inch pipe to allow flow between OOBS and EPSA.The design capacity is 480 mgd.The design also ensures that the suction piping can deliver the full flow the 120-inch outfall can handle.This line also contains the inlet junction box for the Plant No. 2 Plant Water Pumping Station. The Final Effluent Sampler Building tests the water quality of effluent flows being discharged from the site through the ocean outfall.Project J-110,completed in 2016,replaced the existing Effluent Sampling Trailer with a permanent Effluent Sampling Building.The project also installed three new pumps dedicated to sampling the Long Ocean Outfall and repurposed the two existing sampler pumps to sample effluent sent to the Short Ocean Outfall. To ensure redundancy, one of the three pumps installed on the Long Ocean Outfall is a pneumatic-type pump if an extended power outage occurs. 4.6.2 Operational Philosophy The operational philosophy for the Outfall System involves the ocean disposal of treated effluent in accordance with the NPDES Permit.This includes the following considerations: • Meeting the effluent quality requirements of the NPDES Permit. • Using no outfall other than the primary (120-inch) outfall during normal dry weather operation. • Possibly using the 78-inch outfall during high-flow events,which is not anticipated to occur more than once every three years. 478 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:Menbka/N17 h .,P6n\Qa 40SDFW W17-Plain No.id 4.0 PLANT NO.2 • Using any and all available outfalls under emergency conditions,after emergency storage is filled. Currently,discharging wastewater to any facility other than the 120-inch diameter ocean outfall (Discharge Serial No.001)is prohibited,except during an emergency,as specified in the OCSD NPDES permit issued by the CRWQCB.This permit defines an emergency as a circumstance that precludes discharging all wastewater to the 120-inch diameter ocean outfall despite proper operation and maintenance of OCSD facilities.These types of emergencies are limited to situations such as earthquake,flood,and acts of war or terrorism. During an emergency,OCSD may discharge other than as required by the terms of the NPDES permit with the following provisions: • The Regional Water Board Executive Officer and the USEPA Water Division Director are notified of the pending discharge as soon as possible. • The Executive Officer and Water Division Director agree that an emergency exists. • The Discharger takes all steps required by the Executive Officer or Water Division Director to minimize any harm resulting from the discharge. • Discharges to OCWD's water recycling facilities will be maximized before wastewater is discharged to the 78-inch outfall(Discharge Serial No. 002). • Discharges through the 78-inch outfall will be maximized before wastewater is discharged through Discharge Point 003 (two overflow points to the Santa Ana River). • The Discharger returns the discharge to compliance with the terms of the permit without delay. The OCSD Five-Year Strategic Plan (OCSD,2007a) includes an LOS target for using the 78-inch outfall under"wastewater management levels of service,frequency of use of emergency one-mile(78-inch diameter) outfall."According to this target,the 78-inch outfall would be used less than once every three years and would occur only during PW WF conditions.The current OCSD Five-Year Strategic Plan (OCSD,2013) includes an LOS target for unplanned use of the 78-inch outfall during dry weather zero times per year. The 120-inch outfall was designed to safely discharge primary effluent to the ocean based on provisions in Section 301(h) of the Clean Water Act.These provisions are as follows: • High dilution of the effluent with ocean water. • Precipitation of the bacteria to the ocean floor. • Natural mortality of the colifonn bacteria in ocean water. • Submergence of the diluted effluent field during most of the year at a distance from the shore and a depth sufficient to prevent it or any significant portion of it from reaching the nearshore waters. According to the 2009 Facilities Master Plan,after December 31,2012,only secondary effluent is permitted to be discharged from the ocean outfall except under an extreme pn.\\QmAo\Acwrem\Ckm/CNOCSD'10339PD@'Rtire Wb 017I. .Plaa\Cfiap¢e 4 MDM 2017-P§n 2da 4N 4.0 PLANT NO.2 emergency as outlined in the Clean Water Act.That objective was realized ahead of schedule with the commissioning of Project P2-90 Trickling Filters at Plant No.2 in the summer of 2011 and the subsequent process acceptance testing in late 2011 and early 2012. The NPDES permit requires that effluent discharges from OCSD's treatment facilities meet specific bacteriological standards.The new NPDES permit(Permit No. CA 0110604,Order No.R8-2012-0035)became effective on June 20,2012.This NPDES permit refers to the 120-inch outfall as Discharge Serial No.001,the 78-inch outfall as Discharge Serial No.002, and the Santa Ana River Overflow Weirs as Discharge Serial No.003. Table 4-45 summarizes the bacterial standards of the 2012 NPDES permit. TABLE4-45 Summary ofBacterel Standards dan orNkan Concentrations Regulated Permit Area Year Total Colifonn Fecal Coliform Enterococcus Nearshore 2012 1,000 per 100 ml 200 per 100 ml 35 per 100 ml and NPDES (Single sample maximum shall (Single sample (Single sample Offshore not exceed 10,000 per 100 mi. maximum shall not maximum shall not Zones and total coliform density shall not exceed 400 per 100 exceed 104 per 100 exceed 1,000 per 100 mi.when mi.) MI.) the fecal coliform/total coliform ratio exceeds 0.1) Shellfish 2012 70 per 100 ml Standard NPDES (Median Total Coliform density (Ocean shall not exceed 70 per 100 mi. Plan) No more than 10 percent of samples shall exceed 230 per 100 mi.) ml-milliliter 4.6.3 Current Performance Table 4-46 summarizes the performance of the Ocean Outfall pumping system for FY 2014- 2015. The OCSD 5-Year Strategic Plan(OCSD,2013)identified a strategic goal to"develop an implementation plan including the technical,financial and societal factors associated with the cessation of disinfection of the ocean discharge." Disinfection under normal conditions (i.e.,discharge only to the long outfall)was discontinued in July 2015. Disinfection(chlorination and dechlorination)is still required during emergency conditions when discharging to the short outfall. TABLE 446 Current Performance of0cean Outfall ing S tam ' infection undernomal condbicabs discontnuedn Ju 2015 2014 2015 12- Chlorine,total month residual Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Average Chlorine,total 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 residual- 6-month median(mg/L) 4 0 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:Menbka/101]h§srerP6n\Qaper4IXSDFM1P 201)-Plain No.idoca 4.0 PLANT NO.2 TABLE 446 Current Perbmance ofOcean Outfall ing System (Disinfection under normal conditions;discontinued in J 2015 2014 2015 12- Chlorine,total month residual Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Average Chlorine,total 0.18 0.10 0.09 0.09 0.12 0.11 0.09 0,08 0.10 0.11 0.09 0.12 residual daily maximum (mg/t) Flow(mgd) 134 125 125 132 119 118 121 119 119 105 98 91 117 (calculated) Source:OCSO 2014 TPODS 4.6.4 Design Oiteria For design criteria for outfall pumping facilities,refer to Table 4-41 and Table 4-42. For design criteria for outfall pipelines and surge towers,refer to Table 4-43. For design criteria for emergency overflow weirs,refer to Table 4-44. In addition to OOBS and EPSA,a new 120-mgd low-flow pump station(LOFLO PS)is being designed under the J-117B Project.This new pump station is being implemented in response to declining effluent flows to the outfall due to increased upstream reuse and projected future low flows.Anticipated major components of the LOFLO PS are fisted in Table 4-49. TABLE 4-49 LOROPS NtiorCompocents Components Year Installed 2021 (Estimated) Project J-117B Number of Pumps 4 Total Pump Capacity(each) 27,800 gpm(40 mgd)@ 14 feet TDH Total Capacity 120 mgd(firm), 160 mgd(total) Pump Type Vertical column propeller Pump Motor 300-hp,with variable speed drive Pump Make/Model To be determined Source:J-117B Technical Memorandum 2. The OOBS is being rehabilitated under Project J-11713.The following rehabilitation work is anticipated: • Replacing the motors for OOBS Pumps 1 through 4 with new induction motors. • Replacing the LCI drives for GOBS Pumps 1 through 4 with new VFDs. • Removing the pump rotors for OOBS Pumps 1 through 4 and repairing the pump impellers,and repairing or replacing the shaft sleeves,bearings,and mechanical seals. • Blasting and coating the interior of the volutes for OOBS Pumps 1 through 4. pn.\\QmAdncwrem\Cl'em/CNOCSD'103391ONRhe Wb 01)I.i.Hb.\ .fi ,4IXSDM 2017-P§n 2da 481 4.0 PLANT NO.2 • Decommissioning and removing OOBS Pump 5. • Replacing the lubrication oil and seal water systems for OOBS Pumps 1 through 4. • Miscellaneous mechanical,HVAC,and architectural rehabilitation work. By implementing the new LOFLO PS,the operational philosophy for the OOBS and EPSA will be modified to function with the new station.The OOBS and EPSA will have the following four normal modes of operation: • Mode 1: Operation of the LOFLO PS in fill and draw mode(<20 mgd). • Mode 2: Operation of the LOFLO PS in variable-speed mode to maintain a wet well level setpoint(20 mgd to 120 mgd). • Mode 3: Operation of LOFLO PS in conjunction with a single GOBS Pump (120 mgd to 220 mgd). • Mode 4: Operation of the OOBS and EPSA(220 mgd to 710 mgd). 4.6.5 Planned Upgrades This project,currently in design,will involve demolishing Storage Basins A,B,and C,which provide limited emergency storage of effluent.This project involves rehabilitating the 84- inch and 120-inch interplant pipelines in the Santa Ana River levee between Plant No. 1 and Plant No.2 and rehabilitating the OOBS junction structures. This project involves constructing a new low-flow pump station to pump effluent to the outfall(LOFLO PS) and rehabilitating the OOBS facility.Major components of this contract are described in earlier sections. This project also involves constructing a new plant water pump station.This station is anticipated to be integrated as one structure. This study,completed in 2016,provided a comprehensive assessment of the feasibility of recycling treated wastewater from Plant No.2 and the conveyance system requirements needed to support the GWRS Final Expansion to achieve OCSD's vision of recycling 100 percent of reclaimable flow. By implementing the recommendations provided in SP-173,a portion of the flows currently being discharged through the ocean outfall will be sent to OCWD for recycling,reducing flows being sent to the outfall. 4.7 Odor Control 4.7.1 Overview Odor control efforts in the plants consist primarily of chemical additions at off-site locations in the collections system to reduce odorants from forming in the incoming sewer pipes. Odor control also consists of covering odor-causing plant processes,providing appropriate 4 2 pn.\Ykro6iVMwremnYtiemMAl1C5D'103}9FOON:Menbka/N17 h§srerP6n\(Aaper 4 MDR&W17-Plain N.id 4.0 PLANT NO.2 negative pressures,and conveying the foul to various air scrubbing facilities.Additionally, both plants can add hydrogen peroxide to the influent for odor control. 4.7.2 Treatment Plant Odor Control Facilities Table 4-50 summarizes the Treatment Plant Odor Control Facilities,shown on Exhibit 4-21. TASTE 4-50 Fidsting and Planned Odor Control Faclliees at Plant M.2 Name Status Area Served Features/Description Trunk Line Odor Control Existing Plant Influent 3 roughing bioscmbbers(13,300 cfm each) Headworks Odor Existing Headworks 13 roughing bioscrubbers(18,840 cfm Control/Chemical each)followed by 8 chemical scrubbers Handling Facility (31,400 cfm each) North Scrubber Existing Primary Clarifiers 6 chemical scrubbers(bleach-only,26,670 Complex/Chemical B&C Sides cfm-low/40,000 cfm-high each) Handling Facility South Scrubber Existing Primary Clarifiers 4 chemical scrubbers(bleach-only,26,670 Complex/Chemical A Side cfm-low/40,000 cfm-high each) Handling Facility Trickling Filters Odor Existing Trickling Filters 3 chemical scrubbers followed by 3 carbon Control/Chemical filters(11,000 cfm each) Handling Facility Trickling Filter Solids Future Solids Contact TBD Contact Basins Basins Sludge Dewatering and Existing Solids Handling 4 scrubbers,of which 1 is an active Odor Control bioflter and another is being converted (23,000 cfm each)and the remainder vent (30,000 cfm each). Sludge Dewatering Future New Centrifuge 1 chemical scrubber(cfm)and 3 bioflters /Chemical Handling (P2-92) Facility and (clan each). Estimated completion June Facility Odor Control Improved Truck 2021. Replacement Loading Diffused Air Flotation Existing DAFTS A, B,C, D 3 biofilters(cfm each) Thickeners 4.7.3 Plant Odor Complaint Response In spite of OCSD odor control efforts,the public in neighborhoods surrounding Plant No.2 have sent complaints to the Control Center at Plant No.1,as shown in Table 4-50.In response,staff investigates each complaint and the possible odor source.Eight locations for possible sources were identified around Plant No.2 in FY 2014-15. OCSD has always strived to be a good neighbor to the surrounding communities and thus developed a 5-year Strategic Plan in 2015 that calls for zero odor incidents and events under normal operating conditions at both Plant No. 1 and Plant No.2. p..\\QmAdA ..Clem/CN000103391ONRhe Wb 0171.i.Pb.\Cfiap ,40SDM 2017-P§n 2da 483 4.0 PLANT NO.2 OCSD initiated Project No.SP-166,the OCMP,to analyze odor data from the plants, determine which odorants actually cause odor complaints,assess the nuisance level for those odorants,run air dispersion models to determine the extent of odorous impacts,and analyze foul air scrubbing technologies and appropriate combinations of technologies to mitigate odor impacts in the vicinity of the Plants No.1 and No.2. The OCMP was completed in two phases: Phase I focused on determining the existing odorants and their level of nuisance at all key source locations,and Phase II focused on air dispersion modeling,technology evaluation,and mitigation measures. The OCMP successfully addressed nuisance odors at both Plant No.1 and Plant No. 2 from a unique and more comprehensive perspective than traditional efforts,which historically focused on H2S or D/T alone.As a result,nine of the"most detectable' odorants were identified throughout plant facilities.Not all nine odorants exist at all locations,but they do exist at different proportions,giving the various odors characteristic to each plant process area. See Table 3 48. TABLE 4-50 Odorants ldentilied per Plant Process Area,their Characteristics,and Nuisance Levels Odorant How it Smells Odor Threshold Max.Fence Line Like Concentration' Concentration" (ppb) (ppb) Methyl Mercaptan(MM) Rotten Vegetables 0.077 0.22 Hydrogen Sulfide(H2S) Rotten Eggs 0.51 1.3 Dimethyl Disulfide(DMDS) Rotten Garlic 0.22 0.77 Dimethyl Sulfide(DMS) Canned Corn 3.0 7.9 Ammonia(AMM) Pungent 1,300 4,900 2-Methyl Isoborneol(MIB) Musty 0.02 0.06 2-Isopropyl-3-Mothoxypyrizine(IPMP) Moldy OA04 0.035 Skatole(SKA) Fecal 0.02 0.037 Indole(IND) Fecal 0.5 1.1 'The concentration at which 50%of the assessors in an odor panel detect the odor. "The maximum concentration at the fence line below nuisance levels. OCSD completed the air dispersion modeling of identified odorants as part of the OCMP, which determined the target odorants and their removal goals at various odorous plant process areas at both plants.The odor modeling results also identified processes currently in open air and may require enclosures to meet the level of service goal set by the Board.These results help to better understand the odors generated from various processes and to reduce odors through process optimization and capital improvement design projects. 484 pn.\Ykm6iVMwreinn`,Clem/CNOCSD'103}9FOON:Menbka/N17 h§srerP6n\CLaper 4 MDFW W17-Plain N.id 4.0 PLANT NO.2 The OCMP has shown that the efficiency of the original chemical scrubbers,even operated at different modes,does not reduce odor impacts enough to meet OCSD good neighbor policy.The original chemical scrubbers target mainly hydrogen sulfide,and numerous other odorants cause odors that need to be abated from the foul air,as shown in Table 3-47. The OCMP evaluated odor treatment technologies based on the following three mitigation levels: a) Mitigation Level 1-Existing System. b) Mitigation Level 2-Best single stage technology. c) Mitigation Level 3-Best multistage technology. All mitigation alternatives were selected to meet required off-site nuisance limits and plant space limitations. Table 3-49 shows the location dilution factors,target odorants and their removal target,and the recommended odor treatment technologies for the three mitigation levels for each odorous process area. Note that since the odor sampling and the subsequent air dispersion modeling(based on the sampling results),new odor control systems have been installed or are being designed or installed at both plants.Although the OCMP recommended technologies that will remove identified odorants,additional sampling and air dispersion modeling will be needed while future odor control facilities are being designed. pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017I. .Plaa\Cfiap¢e 4 MDFW 2017-P§n 2da 485 4.0 PLANT NO.2 4.8 Water Utility Systems 4.8.1 Overview This section covers the use of potable(or domestic),reclaimed,and plant water for various purposes throughout Plant No.2.These systems comprise the potable,industrial,reclaimed, and plant water utility systems. 4.8.1.1.1 Systems Table 452 provides an overview of OCSD Plant No.2 water utility systems. TABLE 452 water LMty Systems Type Common Names Contents Supplier Potable Water City water,domestic Potable water City of Huntington Beach water, potable water Industrial Water Industrial water Potable water that has Same as potable water passed through a system backflow prevention device Reclaimed Water Reclaimed water, Green Reclaimed water.Tertiary OCWD Acres(GAP)Project, treated per Title 22 water, recycled water standards,purchased from OCWD Plant Water Plant water Secondary effluent OCSD secondary treatment process 4.8.1.1.2 Potable Water Potable water is purchased from the local water supplier. At Plant No.2,the City of Huntington Beach provides potable water.Water supply passes through an air gap,providing back flow prevention that protects the supplier's system from potential contamination.Pumps then re- pressurized it for plant distribution. The Plant No.2 Domestic Water System is shown on Exhibit 4-15. 4.8.1.1.3 Industrial Water The term"industrial water" refers to water from the potable water system used in applications subject to potential contamination.This water passes through a backflow-prevention device to prevent it from contaminating the plant potable water system. 4.8.1.1.4 Reclaimed Water Reclaimed water is water reclaimed from wastewater through the tertiary treatment process according to the DHS Title 22 standards for recycled water.These standards are incorporated in CCR Title 22,Chapter 3-Division 4. ase ���mlo�nm�vcueLsmm3sroarsm"aueswnnenwews�a.pm�a ocsomexon-enmw z.ao� 4.0 PLANT NO.2 OCWD supplies reclaimed water at a connection to Plant No. 1.A reclaimed water pipeline, which runs along the Santa Ana River,brings the reclaimed water supply from Plant No. 1 to Plant No. 2.The Plant No.2 Reclaimed Water System is shown on Exhibit 4-16. 4.8.1.1.5 Plant Water Plant water is secondary effluent filtered through on-site coarse filters (strainers)and disinfected.It is the least expensive water and is used where higher quality water is not required. The Plant No.2 Plant Water System's location is shown on Exhibit 4-17. Water system usage is summarized in Table 4-53. TABLE4-53 Water Systemsb Lange Usage Potable Industrial Reclaimed Plant Water Potable uses(sink faucets,toilets) J Eyewashes,safety showers J Fire hydrants J Irrigation J J Chemical dilution J Boiler makeup water J Hot water loop J Polymer mixing J Chemical mixing J CenGen fire sprinklers J CenGen soft water uses J Truck wash J Scrubbers J(north scrubber) Pump seals J J Waste hauler dilution CenGen cooling 4(backup) J) Scrubbers 4(backup) 4(south scrubber) Digester gas compressor cooling J(backup) J Belt sprays(Belt filter presses) J will be demolished as part of P2-92 Scum sprays J Sources: P2-46 O&M Manual, City Water Pump Station Plant No.2, 1998(OCSD, 1998) The City of Huntington Beach is the source for Potable water.Water enters the plant near the City Water Pump Station,passes through air gap tanks,and is pressurized by pumps in the City pv\\QmbUbcwrema\C1emMNOLSD'16339bbLtMembles2011"swrPYn\Ompzr4 MDr&Au7-Phm W,2. o 497 4.0 PLANT NO.2 Water Pump Station. The major components of the system are listed in Table 4-54. The Plant No. 2 Domestic Water System's location is shown on Exhibit 4-15. TABIE4-54 Plantl,b.2 City Abler Station-Ivg' Co enLs Components Air Break Tanks 2 tanks, 13,000 gallons(27BTNK021,27BTNK022) Pumps 2 pumps, 125 hp,variable speed, 1,890 gpm 3 pumps,30 hp,variable speed,250 gpm 2 pumps, 15 hp,fixed speed, 120 gpm Surge Arrestor 2 tanks,500 gallons(27BTNK125,276TNK130) Sources: 1989 Master Plan(OCSD, 1989) 1999 Strategic Plan(OCSD, 1999b) 1998 P2-46 Operations 8 Maintenance Manual,Lee 8 Ro(OCSD, 1998) 2008 CMMS data(09/08/08 email from Rick Reeves CMMS group) OCWD provides reclaimed water for both plants at a connection to Plant No. 1. A reclaimed water pipeline that runs along the Santa Ana River brings the reclaimed water supply from Plant No. 1 to Plant No.2.The location of the Plant No.2 Reclaimed Water System is shown on Exhibit 4-16. Water for the Plant Water System consists of secondary effluent from the treatment process. Equipment in the Plant Water Pump Station strains and disinfects the water and provides the system pressure.The Auxiliary Plant Water Pump Station serves as a backup(P2-110 will demolish).Six automatic backwashing strainers and two generator cooling water pumps were added recently during the J-109 project.The major components of the Plant Water System and Auxiliary Plant Water Pump Station are listed in Table 4-55 and Table 4-56,respectively.The Plant No. 2 Plant Water System is shown on Exhibit 4-17. TABIE4-55 Plantl,b.2 Plant Water Pump Station-NIn' r Components Components Plant Water Pumps 4 pumps,350 hp,3,500 gpm @ 285 feet TDH,variable speed Strainer 4 automatic backwashing strainers Generator 2 Cooling Water Pumps 150 hp, Disinfection System 2 pumps Sources: OCSD Ops(9/26/08 email from Jim Spears Div 840) CMMS Data(10/2/08 email from Rick Reeves Div 435) Project J-109 Cengen Cooling Water System Replacement 4 K 0C5DfTR 2017-Ph %2.doox 4.0 PLANT NO.2 TABIE4-56 Plant Nb.2 Aumlaty Plant%terPump Station—Nb' r ends be demolished as part ofP2-110 Components Plant Water Pumps 2 pumps,200 hp,2,500 gpm @ 252 feet TDH,constant speed Strainer None Disinfection System None Sources: OCSD Ops(9126/08 email from Jim Spears Div 840) CMMS Data(10/2/08 email from Rick Reeves Div 435) 4.8.2 Operational Philosophy The pumps at the City Water Pump Station pump as needed to meet the demands of the water system,based on various pressure settings.Suppliers provide the water as needed to meet water demands. OCWD supplies reclaimed water based on demand.The contract specifies a minimum quantity that OCSD must accept. The pumps at the Plant Water Pump Station pump as needed to meet the demands of the water system,based on various pressure settings.These pumps send secondary effluent as needed from the secondary effluent pipelines. 4.8.3 Current Performance Estimates of potable,reclaimed,and plant water demand at Plant No.2 are included in Table 4- 57. TABIE4-57 Estimates of Potable,Reclaimed,and Plant Water Demands—Plant No.2 Reclaimed Water Plant Water Potable Water(POTW) (RW) (PW) Average Peak Average Peak Average Peak Daily Hourly Daily Hourly Daily Hourly Demand Demand Demand Demand Demand Demand Facility (gpm)' (gpm)' (gpm)' (gpm)' (gpm), (gpm)' Gas Compressor Building(Penn) 300 450 Headworks Dr 10 20 70 100 100 300 Southeast Sampling Building(new 5 20 10 30 facility to be constructed as part of J-110) Primary Blower Building A(new 20 20 facility to be constructed as part of P2-98) Dewatering Area 7 400 1500 2000 South Scrubbers eye wash 20 80 50 50 Dewatering Scrubbers 50 50 DAFTs 20 120 pv\\QmbUbcwrema\C1emMNOLSn'16339bbLtMenbles201]H4nmrPYn\Ompzr406DFM1P}AI]-PYm W.i.dm 0.59 4.0 PLANT NO.2 TABLE 457 Esmrews of Potable,Rectaimed,and Plant Water Demands—Plant I b.2 Reclaimed Water Plant Water Potable Water(POTW) (RW) (PW) Average Peak Average Peak Average Peak Daily Hourly Daily Hourly Daily Hourly Demand Demand Demand Demand Demand Demand Facility (gpm)' (gpm)' (gpm)' (gprn)r (gprn)' (gprn)r Plant Water Pump Station(now 10 10 facility to be constructed as part of J-117B) Const. Management Trailers 1 20 Warehouse 5 30 East Secondary Sludge Pump 1 10 Station West Secondary Sludge Pump 1 10 Station Ops/Control Center 5 30 EPSA 10 10 Gas/Air Compressor Building 0 10 Digesters 1 10 Solids Storage/Transfer Building 1 20 Boiler 50 90 Phys/Chem Polymer Tanks 7 200 Maintenance Building 1 10 12-kV Distribution Center 5 20 Central Generation Building and 15 70 60 60 2000 3000 COBS Secondary Clarifiers 20 110 Sludge Thickeners 10 20 West Secondary Sludge Pumps 10 20 East Secondary Sludge Pumps 20 20 Digesters O and P 10 20 Digesters S and R 10 20 Digesters O and T 10 20 Digesters L and M 10 20 Digesters I and J 10 20 Digesters E and K 10 20 Digesters N and H 10 20 Digesters F and G 10 20 Digesters A and B 10 20 Digesters C and D 10 20 Sedimentation Basins F and G 20 40 5 10 Sedimentation Basins E and D 20 40 5 10 Sedimentation Basins M and L 20 40 5 10 Sedimentation Basins Hand 1 20 40 5 10 Sedimentation Basins J and K 20 40 5 10 Sedimentation Basins O and N 20 40 5 10 c� ���mio�m�acuOLsmm3sroarsm�aurswnncnwews�a.pm�a ocsomexon-enmw z.ao� 4.0 PLANT NO.2 TABLE 457 Estarews of Potable,Rectaimed,and Plant Water Demands-Plant Nu.2 Reclaimed Water Plant Water Potable Water(POTM (RW) (PM Average Peak Average Peak Average Peak Daily Hourly Daily Hourly Daily Hourly Demand Demand Demand Demand Demand Demand Facility (gpm), (gpm)' (gpm), (gprn)r (gprn)l (gprn)r Sedimentation Basins Q and P 20 40 5 10 Primary Effluent Pump Stafion 20 20 North Scrubber Complex 20 80 150 150 Cake Storage and Transfer 1 5 20 Secondary Clarifier(irrigation) 10 60 Gas/Air Compressor 10 20 Digester Cleaning 0 400 Operations Parking(landscaping) 10 60 Operations(landscaping) 10 60 Operations Building 20 100 Cationic Polymer 80 80 Fire Protection 0 2500 Total Flows(gpm) 273 3510 200 1 340 2510 4330 Total Flows(mgd) 1 0.5 6.1 0.3 0.6 4.3 17.5 Table IW 2.1, Lee 8 Ro Design Memoranda,August 1995. 2 Based on estimated potable water demand for Headworks D. 4.8.4 References Orange County Sanitation District(OCSD).1999b.Strategic Plan.Prepared by Camp Dressor& McKee. Orange County Sanitation District(OCSD).1998.P2-46 Operations&Maintenance Manual, City Water Pump Station, Plant No. 2. Prepared by Lee and Ro.January. Orange County Sanitation District(OCSD).1989.Master Plan.Prepared by Carollo Engineers. 4.9 CENGENFAC=S 4.9.1 Overview The Central Generation System(Cengen) is one of three power supply sources that produce electricity for process equipment and other uses throughout the plant.Plant No. 2 has dedicated engine generators that operate on digester gas/natural gas. Cengen engines and capacities at Plant No.2 are listed in Table 4-58. The Cengen engines have emission controls to meet the latest South Coast Air Quality Management District(SCAQMD) air quality requirements.With these controls,they can produce power with natural gas,high-pressure digester gas,or a combination of both. pv\\QmbUbcwrema\C1emMNOLSD'16339bbRMenbles2011 H4nmrPYn\Ompzr4 MDFW2017-Phm W,2.d 4 I 4.0 PLANT NO.2 TAa1E4-sa Detais ofCen en Generators at Plant No.2 Plant No.2 Year of first operation Dec 1994 Number of Units 5 Capacity,each(kW) 3,000 Cylinder(s),each 16 Revolutions per minute(rpm) 360 Digester Gas Flow Rate,each(cfm) V5 Steam Turbine Generators One 1,000-kW unit Total Generating Capacity 16,000 kW Note:kW—kilowatt(s) Digester gas produced in the Plant No. 2 digesters is compressed,dried,and used as fuel in engine-generators at the Cengen facility to produce electric power.Surplus digester gas is disposed of through waste gas flares on the high-pressure side of the digester gas system.A low-pressure gas holder is used to store digester gas at low pressures. The primary function of the engine generators is to produce electricity;however,to maximize returns from the engines,heat recovery systems are installed on the engine exhaust and engine jacket water system and are used for digester heating and building heating.Figure 4-3 illustrates the different heart recovery loops associated with Cengen at Plant No.2. Heat recovered from the exhaust of the engine generators produces steam at pressures as high as 125 pounds per square inch gauge(psig) to generate electricity in a steam turbine generator. Steam boilers,fueled by digester gas or natural gas,produce steam to supplement heating of the digesters.Supplemental steam transfers heat from the steam generated in the steam boiler to the heating water system.In addition to the above uses,part of the steam is used for maintenance activities such as cleaning grease from sludge piping. 0 .o.•m ewwm a.. 151 } f ua. s�elx� r�..M1.nw.an [wvM1nlsl wgmeMujj 3 roMh's d dal aMaY. a 492 px^AACvdbLLhv�enm�QmtlCNOLSD'165394DNR' sRAI)M1hsm Plano prer.OSDR&2017-Ph %2.dw 4.0 PLANT NO.2 FIGURE 4-3 Plant No.2 Cengen Heat Recovery mops Schematic The Interplant Gas Pipeline,which connects Plant No.1 and Plant No. 2,was rehabilitated under the J-106 project.With this pipeline,Plant No. 1 and Plant No.2 can share gas and have operational flexibility for managing digester gas to fuel the Cengen facilities at both plants. The Interplant Gas Pipeline also provides a buffer to cushion spikes in gas production that would cause flaring. 4.9.2 Operational Philosophy OCSD's approach to managing its power supply is shaped by the following goals: • Minimizing costs. • Providing reliable power to meet process requirements. • Maintaining compliance with air quality regulations. Salient features of OCSD's operational philosophy are summarized below. The costs to produce power and heat from the Cengen facility include new capital, rehabilitation,operation,maintenance,fuel purchase costs for natural gas,cleaning costs for digester gas,and costs for emissions controls. The cost of power imported from Southern California Edison(SCE)is based on the tim"f-use (TOD)tariff with SCE.The rate varies according to the season,day of week,and time of day. In general,producing power in the Cengen facility from digester gas is the least expensive power available to OCSD.However,the supply of digester gas is limited,and additional power must be either imported from SCE or generated using imported natural gas.Due to the high cost of natural gas,producing power with natural gas is only cost-effective in the highest SCE rate periods(summer peak),which account for six percent of the hours in a year. The new process equipment constructed between 2007 and 2012 has greatly increased the power demand.The cost to provide power has also increased accordingly. The 2007 OCSD Energy Master Plan(Energy Master Plan) evaluated the criticality of the plant process equipment.Equipment was identified according to both the process impact of that equipment being out of service and the duration of outage required to cause the impact.Risks were evaluated according to the probability of power outages occurring at various flow scenarios,including the peak dry weather flow(PDWF) and the peak wet weather flow (PW WF). Plant No. 2 has a single 66-kV feed that has historically been a reliable power supply. The Cengen facility increases reliability by providing a redundant power supply to the SCE feeds.Cengen is continuously staffed locally or remotely and provides fuel redundancy through the digester gas produced onsite and imports natural gas. pv\\QmbUbcwrema\C1emMNOLSD'16339bbRMenbles2011"SwrPYn\Ompzr4 MDR,FW]-Phm W.2. o 493 4.0 PLANT NO.2 Diesel standby generators can be operated only during power outages,except for limited hours for maintenance and testing.These generators increase reliability by providing a redundant power source that operates independently of the SCE and Cengen systems and has its own independent fuel supply(diesel). Plant No. 1 and No.2 are within the jurisdiction of the South Coast Air Quality Management District(SCAQMD),which established regulations to reduce and control air emissions from combustion sources,such as the Cengen engines.In February 2008,SCAQMD amended Rule 1110.2,lowering the emission limits for nitrogen oxides (NOx),volatile organic compounds (VC-Cs),and carbon monoxide(CO) from internal combustion engines. Through Rules 1401 and 1402,the SCAQMD also established acceptable health risk levels for new individually permitted equipment(1401) and plantwide facilities (1402).These rules specify limits for maximum individual cancer risk and non-cancer health hazards from toxic air emissions. In 2016,OCSD completed Project J-111,which equipped the Cengen engines at both plants with emission control systems(catalytic oxidizer/selective catalytic reduction system with digester gas cleaning systems) to comply with the SCAQMD rules. Electrical use by month for Fiscal Year(FY)2015-16 is shown in Table 2-2. Natural gas use by month for Fiscal Year(FY)2015-16 is shown in Table 4-59. 499 pw'�ACvdbLLhve��QmtlCNOLSn965394DNRtireadesRAn M1hntaelen�apm�a MSDR&2017-Ph %2.aoa TABLE4 59 Fiscal Year2015-16 Electrical me 2015 2016 Electrical Use Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Average P2 Import Total(100 kWh) 16,S88 17,921 16,468 8,740 12,956 9,181 6,765 10,611 9,982 5,575 11,460 16,588 11,477 P2 Export(100 kWh) 178 0 2.1 1,963 2S.6 270 2,470 83 506 2,751 534 178 798 P2 Total Generation 38,632 37,IS3 36,682 47,147 37,660 42,891 48,281 38,268 42,657 47,517 41,197 38,632 41,640 (100 kWh) P2 Total Use(100 kWh) 55,042 55,074 53,148 53,924 50,590 51,802 52,576 48,796 52,133 50,341 52,123 55,042 52,319 Source.OCSD.Treatment Plant Operational Data Summary.FY 2015-16. TABLE 4-60 FiscalYear2015-16 Mutual Cris Use 2015 2016 Natural Gas Use Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Average P2 Plant(100 therms) 1.6 1.4 6.1 4.5 8.3 19.2 20.0 7.9 11.0 9.1 8.9 1.6 9 P2 Cengen(100 therms) 420 345 415 163 144 200 418 201 229 264 175 42D 270 P2 Total(100 therms) 422 347 421 168 152 219 438 209 290 273 11 422 279 Source-OCSD.Treatment Plant Operational Data Summary FY 2015-16. pv\\QmbUbcwrema\C1emMNOLSD'16339bbRMenbW2011"Sn PhnWmpzr4 MDFA W17-Phmlb.2. o 495 4.0 PLANT NO.2 4.9.3 Design Criteria Design criteria for the Cengen facility and digester gas utilization and equipment at Plant No. 2 are shown in Table 4-61. TABLE 4.61 Design Crterta for the Cen en Facilities and Digester Gas Utilization and Equipment at Plant No.2 Engine Generator Units' Number of Total Units 5 Engine Horsepower,at full load,each engine 4,166 Engine Speed(rpm) 360 Engine Model Number LSVB-16-SGC Number of Engine Cylinders,each engine 16 Generator Output,each(kW) 3,000 Generator Voltage(W) 12 Steam Boiler Units Number of Units 2 Digester Gas Utilization Digester Gas Flow Rate, per engine generator(cfm) 875 Digester Gas Flow Rate, per steam boiler(cfm) 310 Digester Gas Equipment Digester Gas Compressors Number of Units 3 Capacity,each(cfm) 1,553 Discharge Pressure(psig) 78 Digester Gas Dryer Number of Units 2 Capacity,each(cfm) 3,000 Siloxane Removal Systems(Gas Cleaning) Number of Units 3 Capacity,each(cfm) 3,000 Waste Gas Flares Number of Units 3 Capacity,each(cfm) 720 Low Pressure Gas Holder Volume(ft3) 25,000 ' Engines manufactured by Cooper Industries Energy Services Group. Each engine has an emission control system consisting of oxidation catalyst and selective catalytic converter to meet 2016 SCAQMD emission control regulations. 4.9.4 Planned Upgrades Project P2-119 will rehabilitate major support systems of the Plant No.2 Cen Gen.Support systems to be rehabilitated include the lube oil system,engine jacket water loop,steam loop, hot water loop,cooling water loop,HVAC system,starting and instrumentation air systems, steam turbine,and exhaust gas monitoring system. pv.\\QmAo\Acwrem\Chm/CNOCSD'103391ONRhe Wb 017I.i Pba\ ap r4 MDM 2017-P6t[ 2d x 496 4.0 PLANT NO.2 4.10 Power Supply and Heating 4.11.1 Overview Electricity needed to power treatment processes and other equipment is purchased from SCE and generated from the Cengen engines.During a power outage, standby generators provide power to water-in/water-out processes.The Cengen engines produce electricity and heat from burning digester gas or natural gas.Boilers produce supplemental heat and steam with the following uses: • Hot water is used for digester heating and building heating. • Steam is used to create chilled water for building cooling and digester gas drying. • Steam is used for maintenance activities such as cleaning grease from sludge piping. Standby generators are discussed in Section 4.13.Flares are discussed in Section 4.4. The SCE service to Plant No.2 is a single 66-kV feed.SCE is performing a method of service study(MOS) to determine the feasibility of installing a redundant 66-Kv feed to Plant No.2. The MOS will also provide alternatives,costs,and schedules. The Plant No.2 Cengen facility is similar to the Plant No.1 facility except that the steam produced from heat recovery is used by a 1,000-kW steam turbine generator.This is described further in Section 4.10. Refer to Section 4.4 and 4.10. The Plant No.2 heat recovery system is shown on Exhibit 4-20.Heat recovered from the jacket cooling water of the engine-generators is used for digester heating.Heat recovered from the exhaust of the engine-generators produces steam at pressures up to 125 psig to generate electricity in a steam turbine generator.Steam boilers,fueled by digester gas or natural gas,produce steam to supplement heating of the digesters.Supplemental steam transfers heat from the steam generated in the steam boiler to the heating water system. 4.10.2 Operational Philosophy OCSD's approach to managing its power supply is shaped by the following goals: • Minimizing costs. • Providing reliable power to meet process requirements. • Maintaining compliance with air quality restrictions. These goals are summarized below and we discussed in detail in the 2007 OCSD Energy Master Plan. The new process equipment being constructed at the dewatering centrifuge building will increase the power demand,which will increase the cost to provide power.The cost to truck solids,however,will decrease since the dewatered sludge will be drier.Upcoming pump station projects may offset some of the increases in electricity demand as more efficient effluent pumping is installed. pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017I *r P§nUap r4 MDM 2017-P6t[ 2d x 49] 4.0 PLANT NO. 2 The 2007 OCSD Energy Master Plan(Energy Master Plan)evaluated the criticality of the plant process equipment Equipment was identified according to the process impact of that equipment being out of service and the duration of outage required to cause the impact. Risks were evaluated according to the probability of power outages occurring at various flow scenarios,including the peak daily flow (PDWF) and the peak wet weather flow (PW WF). Plant No.1 and No.2 SCE power supplies have been very reliable because the 66-kV power supplies connect to the SCE grid at a higher voltage.SCE typically has a very high reliability rate as evidenced by the area SAIDI and SAIDI rankings. The Cengen facilities at both plants increase reliability by providing a redundant power supply to the SCE feeds. Cengen facilities are continuously staffed and have historically been subject to disruptions associated with disruptions in the SCE feeds.Cengen provides fuel redundancy through the digester gas produced onsite and imports natural gas. Diesel standby generators can be operated only during power outages,except for limited hours for maintenance and testing.They increase reliability by providing a redundant power source that operates independent of the SCE and Cengen systems. The standby generators are fueled by a redundant fuel supply(diesel). SCAQMD Rule 1110.2 specifically limits the emissions from the Cengen engines.SCAQMD Rules 1401 and 1402 apply to plantwide emissions,of which Cengen is the biggest source of contaminants.The Cengen engines at Plant No. 1 and No.2 were recently equipped with emission systems under J-111 to comply with the latest emission requirements. 4.10.3 Current Performance Electrical use by month for FY 2015-16 is shown in Table 4-62.Natural gas use by month for FY 2015-16 is shown in Table 4-63. 4 8 pn.\Ykm6iVMwremn`,Ctiem/CNOCSD'103}9FOON:Menbka/N1]h§srerP6n\Qaper 4 MDR&W1)-Plain N.id TABLE462 Fiscal Year 2015-16&cbicalUee 2015 2016 Electrical Use Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Average P2 Import Total(100 16,588 17,921 16,468 8,740 12,956 9,181 6,765 10,611 9,982 5,575 11,460 16,588 11,477 kWh) P2 Export Total(100 178 0 2.1 1,963 25.6 270 2,470 83 506 2,751 534 178 798 kWh) P2 Total Generation 38,632 37,153 36,682 47,147 37,660 42,891 48,281 38,268 42,657 47,517 41,197 38,632 41,640 (100 kWh) P2 Total Use(100 55,042 55,074 53,148 53,924 50,590 51,802 52,576 48,796 52,133 50,341 52,123 55,042 52,319 kWh) Source:OCSD.TreaMenl PIeM Opersomrl Deie Summery.FY M15-16(0CSD,2016) TAB1E463 Fiscal Year2015-16 Mtmsl Gas Use 2015 2016 Natural Gas Use Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Average P2 Plant(100 therms) 1.6 1.4 6.1 4.5 8.3 19.2 20.0 7.9 11.0 9.1 8.9 1.6 9 P2 Cengen(100 therms) 420 345 415 163 144 200 418 201 229 264 175 420 270 P2 Total(100 therms) 422 347 421 168 112 211 418 209 240 271 194 422 279 Source.OCSD.Treatment Flam OP Mional Data Summary.FY M15-16(0CSD,2016) pv\\QmbUbcumeme\C1emMNOLSD'10339bbRMenbles2011 H4nu:rPYn\[]mpzr406DFTY}AI'!-Phm lb.i.dm 499 4.0 PLANT NO.2 4.10.4 Design Criteria Refer to sections 4.10 and 4.4 for design criteria for the Cengen facilities and digester gas facility, respectively. 4.10.5 Planned Upgrades Plant No. 2 has a single 66-kV feed from SCE. Having a second 66-kV feed will improve plant reliability by providing a third power source to the plant,with the other two sources being the existing 66-kV feed and the CenGen generators.SCE is performing a method of service study (MOS) to determine the feasibility of installing a redundant 66-kV feed to Plant No.2.The MOS will also provide alternatives,costs,and schedules. 4.11 Electrical Distribution System 4.11.1 Overview The electrical power system for both plants includes imported and internally generated power supplies,uninterruptible power supplies,distribution equipment,and standby generators. Power supply and standby power systems are detailed in other sections of this FMP(Sections 4.11 and 4.13,respectively).This section describes the distribution systems. Power is provided to the plant by a single 66-kV feed and distributed through a 12-kV electrical distribution system at the Electrical Service Center(ESC). ESC provides power to Distribution Center J,Distribution Center K,and Cengen,which generates power from digester or natural gas.Power distribution equipment throughout the plant transforms the 12-kV power to the required equipment utilization voltages. Most plant process loads operate at 480 volts M. Power distribution equipment(transformers, switchgear,motor control centers WCCs],and miscellaneous electrical/control equipment) are typically housed in the various distribution centers and power buildings serving one or more process areas.The gas compressors and outfall pumps are operated at medium voltage. Standby generator units located throughout the plant provide an additional power source. Plant No.2 Major Electrical Facilities are shown on Exhibit 4-19. Cengen provides power through a 12-kV electrical distribution system to distribution centers and other power buildings containing power distribution equipment throughout the plant. This equipment transforms the 12-kV power down to the required equipment utilization voltages. Most plant equipment operates at 480 V or less,except for some equipment that operates at 4.16 kV(air compressors and primary effluent pumps),2.4 kV (outfall booster pumps),or 12 kV (EPSA pumps). For increased reliability,the distribution centers and power buildings are typically provided with double-ended switchgear lineups,with tie circuit breakers. FI00 OCSDRR 2017-Pl tT 2.doox 4.0 PLANT NO.2 The 12-kV switchgear,located at the ESC,is the point of connection for SCE power.The ESC provides power to Cengen,Distribution Center J,and Distribution Center K. The 12-kV switchgear also provides power to low-voltage systems at the ESC. The Cengen houses a 12-kV switchgear lineup,which provides the base for the Plant No.2 in-plant 12-kV distribution system.The double-ended 12-kV switchgear provides dual 12-kV feeders to other Plant No. 2 power distribution facilities. In addition,the 12-kV switchgear provides power to MCCs that support Cengen low-voltage systems.The lineup at Cengen will be reconfigured by the J-117 project and will combine electrical distribution with providing power to OOBS pumps. The 12-kV switchgear at DC-A distributes power to remote facilities,such as PB-A,PB-B,PB-C, and PB-D.The 480-V switchgear(SWGR-PWPS)at DC-A provides power to the Plant Water Pump Station,local low-voltage systems,and remote MCC-X at the Turbine Generator Building.P2-110 will demolish MCC-X and the Turbine Generator Building. Four 800-kW standby turbine-generator units at the Turbine Generator Building provide standby power for the low-voltage systems at DC-A and DC-B,and for the low-voltage system served by PB-A.These units will be demolished by the P2-110 project.P2-110 will refeed the Turbine Generator Building standby loads from the Headworks Standby Power Distribution System. DC-B houses medium-and low-voltage switchgear and the MCCs. The 12-kV switchgear at DC- B distributes power to remote facilities such as the RAS pump station,thickener building,and Gas Compressor Building.The 480-V switchgear provides power to the local low-voltage system and to the primary effluent pumps. DC-C houses medium-voltage switchgear and the MCCs.The 12-kVswitchgear provides local power to five 2,625-hp,4.16-kV OOBS pumps.The MCCs support low-voltage systems for the OOBS.The electrical distribution equipment at DC-C will be reconfigured by the J-117 project.J- 117 will also add a generator at the EPSA Standby Power Building.This generator will be tied to the EPSA Standby Power switchgear and will be serve the new low flow pump station,plant water pump station,and other miscellaneous loads. DC-D is a fused load interrupter type,12-kV double-ended switchgear lineup.The 12-kV switchgear serves the City Water Pump Station,the maintenance building,and the operations building. DC-E houses medium-voltage switchgear and the MCCs.The 12-kV switchgear at DC-E distributes power to the 3,000-hp effluent pumps and to transformers for the low-voltage MCCs for process equipment at the pump station. DC-H houses medium-and low-voltage switchgear and the MCCs. The 12-kV switchgear at DC-H distributes power the headworks pumps and low-voltage switchgear feeding MCCs that provide power to the Headworks equipment such as bar screens and odor control. pv\\QmbUbcwrema\C1emMNOLSD'10339bbRMenbW2011"Sn PhnWm r4 MDR&W17-Pkm lb.2. o 0.101 4.0 PLANT NO.2 DC-J houses medium-and low-voltage switchgear and the MCCs.The 12-kV switchgear at DC-J distributes power to the low-voltage switchgear that provides power to the Trickling Filter Solids Contactor processes. DC-K houses medium-and low-voltage switchgear.The 12-kV switchgear at DC-K distributes power to the low-voltage switchgear at DC-K.The low-voltage switchgear provides power to the truck loading solids storage building and to the centrifuge building. The EPSA Standby Power Building houses 12-kV switchgear that serves Distribution Center C and Distribution Center E.Three diesel engine-generator units provide standby power to the outfall pumping facilities. One additional generator is housed in this building but is electrically connected to the Headworks Standby Power Building switchgear. The Headworks Standby Power Building houses 12-kV switchgear that serves Distribution Center H.Two engine-generator units housed in this building provide standby power to the Headworks Standby Power Building 12-kV switchgear.A third generator is also connected to this gear and is housed at the EPSA Standby Power Building.The Headworks Standby Power Building will refeed standby power to the City Water Pump Station and the Primary Clarifiers under P2-98. The Gas Compressor Building houses medium-voltage switchgear and the MCCs.The 4.16-kV switchgear serves three 300-hp gas compressors and a local MCC that serves the low-voltage systems at the Gas Compressor and Thickener Buildings.Project J-124 will construct new Gas Compressor Building to support the proposed new gas compressor system and will demolish the existing Gas Compressor Building. The 480-volts switchgear A at PB-A provides both normal and standby power to Side A primary clarifiers (D,E,F,and G),South Scrubber Complex(SSC) and Digesters (F and G).P2- 98 will demolish Side A primary clarifiers,SSC,refeed Digesters F and G,and demolish PB-A. The 480-volt Switchgear DCSL and 480-volt Switchgear RC at PB-B provide both normal and standby power to Sides B and C primary clarifiers,Dewatering Building,Digesters and miscellaneous tunnel support loads. P2-92 will demolish the Dewatering Building,and P2-98 will refeed the primary clarifiers and demolish switchgear RC. By demolishing the Dewatering Building loads and transferring the primary clarifier loads,the load requirement of PB-B will be greatly reduced,reducing the need for this power building. 480-volt switchgear CPB located at PB-C provides normal power to the Digesters. Two 480-V standby diesel engine-generators provide standby power to switchgear SB located at PB-C.Switchgear SB feeds PB-B,Operation Center Building, Centrifuge Building,and Digesters. 480-V switchgear at PB-D provides a normal and standby power feed to the North Scrubber Complex(NSC) and standby power to the City Water Pump Station(CWPS).The Headworks F102 005DR&2017-Pl tT 2.doox 4.0 PLANT NO.2 Standby Power Building will refeed standby power to the City Water Pump Station and the Primary Clarifiers under P2-98. 4.11.2 Operational Philosophy The operational philosophies of the plant electrical systems involve maintaining safe reliable power to process equipment,minimizing process disruptions,and providing worker and equipment safety. System redundancy is provided to avoid single-points of failure and to minimize equipment outages required for maintenance activities. Protective devices are coordinated to isolate faults at the lowest level possible,reducing the amount of affected process equipment,which minimizes the impact of process failures. Protective device settings are set to have a low fault current to improve worker safety. 4.11.3 Current Performance For power supply and standby power performance data,refer to Sections 4.11 and 4.13, respectively. 4.11.4 Design Criteria Redundancy criteria for electrical distribution is included in the OCSD Design Standards. 4.11.5 Planned Upgrades The following upgrades to the electrical distribution system at Plant No.2 are to be performed under a larger project.The list of upgrades below shows the most likely project the electrical distribution upgrade will be performed under. • The 12-kV Distribution C switchgear at OOBs and the 12-kV switchgear at Cengen will be replaced by J-117B. • The service center 12kV switchgear will be replaced under X-047,which will also provide a new double ended 66kV substation. • The 12-kV Distribution Center B switchgear will be replaced as part of the Activated Sludge Rehabilitation Project X-052. • The 12-kV Distribution Center A currently feeds Power Buildings A,B, C,and D.Power Building A will be demolished by P2-98A,and Power Building D will be demolished by P2-98B.Power Building C will be demolished by P2-129,which will replace digesters P, Q,R,and S.Power Building B will be demolished by XP2-132,which will also demolish Digesters C,D,E,F,G,and H.After demolishing Power Building B,Project X-037 can demolish Distribution Center A and the existing plant water pump station. pv\\QmbUbcwrema\C1emMNOLSD'16339bbRMenbWlA111"Sn PhnWm r4 MDR&W17-Pkm lb.2. o 0.Iw 4.0 PLANT NO.2 • The 12-kV Distribution Center D will be demolished by the Operations Center Project X- 008,at which time the warehouse will be fed from Power Building K. 4.12 Standby Diesel Generators 4.12.1 Overview The primary electrical power supply to the treatment plants consists of imported power from SCE and power from each plant's Central Generation(Cengen)facility. Diesel generators are located at various process areas in each plant to provide power during an outage of the primary systems.Multiple units connect to each other,in some cases to provide the needed capacity at that process area. The units are not interconnected with other power supplies or generators in other process areas. The 2007 OCSD Energy Master Plan,Technical Memorandum(TM) 10(OCSD,2007),evaluated the standby power systems.This evaluation considered the possible consequences of power outages,the outage durations required to cause impact,likely power outage durations, and the probability of outages to occurring during various flow conditions. Project P2-66 required an additional 2,000-kW generator. Because the Headworks Standby Power Building has no space for an additional generator,the P2-66 generator was located at the EPSA Standby Power Building and configured to serve the Headworks.Project P2-110 will utilize the Headworks Standby Power System available spare capacity to refeed the existing Turbine Generator Building standby loads prior to demolishing the building. 4.12.2 Operational Philosophy Diesel-fueled standby generators provide power during outages of the primary power systems to reduce the risk of process failures.This risk reduction must be balanced against the cost of installing and maintaining diesel generators,and the air emissions impacts of those generators. The OCSD Criticality Table is used to determine which processes require standby power. Each equipment unit is tied to a process requirement affected by that equipment being out of service as well as the outage duration required to cause that impact.The load on each power building is estimated for various flow conditions.The probability of outages occurring during these flow conditions was calculated to evaluate the potential risk of an outage.Using this model allows for identifying areas of greater risk,where power improvements should be considered,and areas where some generators could be eliminated. Due to SCAQMD limitations,use of diesel generators is restricted to power outages for water- in/water-out process and for life safety equipment.Limited hours are available,however,for testing and maintenance. Diesel generators are located at power buildings within the various process areas.They do not operate in parallel with the primary power system or with diesel generators from other power 4101 OCSDFNV 2017-Pl tr42.doox 4.0 PLANT NO.2 buildings.If a power building has multiple diesel generators,they run in parallel with each other,but must be isolated from the plant grid and diesel generators from other power buildings. When power is lost in the primary power system,the local power building isolates itself from the primary system before switching over to the diesel engine standby generators. This occurs automatically at some power buildings and manually at others. Diesel generators are an important standby power source and provide the following operational benefits: • They supplement Cengen power,which alone is not enough to run all process loads at both plants. • They generally start immediately after a power disruption to run the most critical loads. Engines are kept in a"ready' state by engine block heaters. • They respond to rapid load changes much better than Cengen engines and are therefore more stable. • They are located remotely at process areas,providing some protection from problems in the distribution system,such as a fire in the Cengen power building or damage to conduits running from Cengen to the power buildings. • Diesel generator fuel is stored in adjacent tanks and underground tanks at the power buildings. By contrast,Cengen engines rely on either digester gas or natural gas.Digester gas is limited in supply and depends on pipelines and mechanical equipment. Natural gas depends on the gas supply grid. Without adequate digester gas supply to run all available engines,natural gas is needed to get the full capacity of Cengen.The plant diesel fuel system could be less vulnerable to the effects of a major earthquake. SCAQMD regulates the use of the emergency standby diesel engines under SCAQMD Rules 1402 and 1470. 4.12.2.2.1 Rule 1402 Rule 1402 applies to existing sources and to total facility emissions.This rule requires facilities to implement risk reduction measures as required by the Hot Spots AM,and also specifies public notification and inventory requirements.Rule 1402 establishes three health-effect impact criteria levels(notification level,action level,and significant risk level) to determine the impact of the facility-wide risk. Currently,the impact of diesel generators has not been considered in the calculations that identify the level of impact. If they are included in future calculations,their inclusion may affect the Operational Philosophy. pv\\QmbUbcwrema\C1emMNOLSD'16339bbRMenbW2011"Sn PknWm r4 MDR&W17-Pkm lb.2. o 0.105 4.0 PLANT NO.2 4.12.2.2.2 Rule 1470 The SCAQMD adopted Rule 1470 in April 2004 to address a proposed Air Toxic Control Measure (ATCM) engine regulation set forth by the CARB. Rule 1470 applies to stationary compression ignition engines with a rated brake horsepower(bhp) greater than 50(>50 bhp). The rule also includes requirements for fuel and fuel additives,operating requirements,and diesel particulate matter(PM) emission standards for existing and new stationary compression ignition engines. The emergency diesel engines at both Plant No. 1 and Plant No. 2 are rated greater than 50 bhp, for both the existing and future emergency diesel engines.Therefore,Rule 1470 is an applicable regulation for the emergency diesel engines at Plant No. 1 and Plant No.2. hi response to this issue,a decision was made to accept limited hours of operation rather than to install expensive emissions controls.If additional hours of operation me needed in the future, the possibility of installing the emissions controls could be considered. 4.12.3 Current Performance Not applicable. 4.12.4 Design Criteria Diesel generators at Plant No. 2 are summarized in Table 4-64. TABLE4-64 Plantl`b.2 StandbyGenembon Summary Capacity Fuel Tank Location Units x Meech Capacity Install Equipment Bus =Total(kW) (gal) Year Served Headworks PB 2 x 2,000=4,000 25,000 1999 Headworks Power Building D 1 x 1,000 12,000 1987 Recirculation pumps and scrubbers EPSA Power Building 4 x 2,000=8,000 12,000 2005 (3)Outtall pumping Standby Generator (1)Headworks SWGR Power Building C 2 x 1,000=2,000 8,000 1987 Basins,digesters,operations SWGR-SB building,and dewatering Emergency PS 4 x 800=3,200 2 x 15,000 1983 RAS pump stations,plant water, (Turbine Gen . digesters and basins Building) SWGR-TGG 4.12.5 Planned Upgrades P2-98 will construct a new Distribution Center/Power Building to support the primary clarifiers and their associated odor control systems.P2-98 will demolish Power Building A and will refeed standby power to the City Water Pump Station. FIm 00sDfTR 2017-elmtT 2.doox 4.0 PLANT NO.2 Project J-117 will install a new 12-kV diesel generator at the EPSA Standby Power Building to support the new Low Flow and Plant Water Pump Stations.The generator will connect to the EPSA Standby Power 12-kV switchgear.The project will design a new switchgear room that meets current OCSD standards and will modify the existing 12kV generator switchgears in the EPSA Standby Power Building and Central Generation Building. Project P2-110 will demolish the Emergency Generator Building along with all existing equipment,including four 800-kW diesel generators and two 15,000-gallon diesel underground storage tanks.P2-110 will refeed the existing standby loads from the Headworks Standby Power System prior to demolishing the emergency generator building. The project will also install a new regional uninterruptible power supply (UPS) distribution system at the EPSA Standby Power Building to support facilities within that area. 4.13 Uninterruptable Power Systems 4.13.1 Overview Uninterruptible power supply(UPS) systems in the treatment plants provide temporary power to instrumentation and controls when utility power is unavailable.The batteries typically have 10 to 20 minutes of storage capacity. For longer outages,the UPS units must be supported through backup generation. Basic components of a UPS installation include the UPS module with associated batteries,and transfer and bypass switches for maintenance and process reliability. All critical monitoring and control equipment should be fed from UPS power to avoid equipment failure during a power outage.UPS systems also filter sensitive electronics from potentially harmful power anomalies. OCSD has a complex plant control system with distributed programmable logic controllers (PLCs),input/output racks,and instrumentation.There are currently a number of miniature (less than 5 kW)and medium(5 kW to 30 kW) UPS units serving those devices.The miniature UPS units are located in the bottom of racks and panels where they are difficult to maintain and can fail without warning.Through the years,UPS units of varying sizes and specifications have been installed. The OCSD UPS Study recommended replacement of all of the existing UPSs with three regional UPSs placed strategically throughout the plant which would feed Power Distribution Units (PDUs)which would be in many buildings to provide UPS power locally.The first of the regional UPS was installed by the P2-89 project at the DAFT Electrical Building.Project P2-110 will install the second regional UPS at the EPSA Standby Power Building.A future project will install the third regional UPS. pv\\QmbUbcwrema\C1emMNOLSD'16339bbRMenbW2011"Sn PknWm r4 MDR,P W17-Pkm lb.2. o 0.10 4.0 PLANT NO.2 4.13.2 Operational Philosophy The general operational philosophy of the UPS system is: • UPS units provide continuous backup power to the plant control system in the event of normal power outage until standby generators start and repower can be restored the loads. In the event the standby generator(s)fail to start,the UPS provides ample time for an orderly shutdown when necessary. • UPS units filter power to sensitive instrumentation. 4.13.3 Current Performance Not applicable 4.13.4 Design Criteria Future regional UPS installations should meet the following guidelines. • Use larger,higher-voltage UPS units to reduce voltage drop from the UPS to the critical load. • UPS units perform best in clean,dry,tempered space as specified by manufacturers. A climate-controlled enclosure is required to satisfy this guideline and to maintain a recommended ambient temperature of approximately 770F. Providing a climate-controlled enclosure for each miniature UPS would be impractical. • Each UPS shall have alarms to a manned location. • Each UPS shall be powered from a voltage source with standby generators. • Locally available parts shall be specified and serviced with a 4-hour response time. • Limit the initial design load to no more than 70 percent of UPS rating. 4.13.5 Planned Upgrades Project P2-89 is installing the first regional UPS at the DAFT Electrical Building.Project P2-110 is installing the second regional UPS at the EPSA Standby Power Building.A future project will install the third regional UPS. FICB 005DR&2017-Pl tT 2.doox 4.0 PLANT NO.2 4.14 Communication ff Systems, SCADA) 4.14.1 Overview This section includes a description of communication systems involving data,voice,and other communications related to the administrative and plant treatment processes.This includes the process SCADA systems,radios,phones,and office computers.Table 4-65 describes the communications systems. TABrE465 Communications Sysens Systems Description Office Datalloice Office Computers MS Office applications,email, FIS, CMMS,GIS, Internet, Intranet. Landline Telephones Used when VOIP phones am not feasible ore required by code. VOIP Phones Standard phone communications at all plant locations Mobile 2-way Radios Used primarily by O&M staff for field communications. Communications Standard Cell phones Used by office staff away from the office. Safety/Sewrhy Public Address(PA) Broadcasts from office phone system to speakers in the System field. Fire Alarm System Communicates alarm sensing. Security Cameras Monitor plants and pump stations for security and operations. Access card readers Control personnel access to facilities. Cyberlock PLC Access system. Modbus Plus Network PI-Cs Provides communication of process control data between HMIs PI-Cs, HMIs and servers. Process Ethernet PI-Cs Provides monitoring and control of collections and plant (ICS Network) HMIs process equipment and data communications for process Servers automation. Network Switches Power Monitors The office data/voice system includes the computers used for various administrative functions. Landline(stationary)telephones are included in this group because of their integration with the office computer system. VOIP(voice over intemet protocol) phones are the standard throughout the plant.Hardwired, landline phones are used only when required for code reasons or when VOIP phones are not feasible.The VOIP phones connect into the office network,separate from traffic related to process controls at the plant. pv\\QmbUbcwrema\C1emMNOLSD'16339bbLtMenbW2011"S;-PhnWm r4 MDrWWP-Pla lb,2.d 4109 4.0 PLANT NO.2 Two-way radios are the primary communication between O&M personnel in the field. Channel 1 depends on the Plant No.1 base repeater and has the largest range. Channel 2 does not depend on the base repeater,but has a very limited range. Channel 3 is a'local talk' channel. The public address (PA)system allows broadcasts from the office phone system to speakers in the field.This could be used in emergency situations to communicate to field personnel.The main control unit is located in the control center.Project FE 7-34 expanded the PA system to office buildings and trailers that did not have it. Plant coverage is,however,incomplete. The fire alarm system is an Edwards EST 3 system,providing sensing and alarming. It is a stand-alone system and reports to a console in the control center. Each plant has one system. The security cameras were previously on a CCTV coaxial system,but are being moved to an office Ethernet system,which is Internet Protocol(IP)based.IP-based security cameras are power-over-Ethemet type(POE)and typically connect into an access layer switch into the office network. The card reader system controls personnel access to various process areas and buildings.The Cyberlock system controls personnel access to PLC cabinets in the process areas. This system provides SCADA for all process equipment,allowing plant operators to control process equipment in remote locations and the PLCs in the various process areas to obtain data from other process areas.Process data are collected by the Data Historian and are used to improve operational decision-making and cost control as well as for compliance reporting. SCADA data are commonly transmitted between the following points: • Plant No.1 and Plant No.2. • Control center and local process areas. • Control center and remote pump stations. • Local PLCs and process equipment. • Between process area PLCs. SCADA communications between Plant No. 1 and Plant No. 2 are currently provided by two fiber optic connections.The Ellis/Bushard fiber optic line travels from Plant No. 1 to Plant No.2 via SALS to the abandoned Ellis Pump Station,to the Ellis/Bushard Diversion structure and then follows the Bushand trunk line to Plant 2.A portion of this fiber was installed by 1-24A project and another portion was installed by FE07-10,Bushard Trunk Optic Link.A second redundant fiber optic runs between Plant No.1 and Plant No.2 along the Santa Ana River interplant pipeline alignment.This Santa Ana River fiber optic connection will be replaced by a new line installed by the J-117A project. Plant No. 2 PLCs currently use Modbus Plus for communications from the PLCs to the HMIs workstations and historians. Modbus Plus is an aging protocol scheduled for replacement under the P2-107 project. F]10 103394DNRtiueadeSW 7 An P]snAOm mr4 OCSD FW 2017-Pl tT 2.doox 4.0 PLANT NO.2 4.14.2 Operational Philosophy The process SCADA system provides important data communications for plant monitoring, control,and automation.As such,the system's reliability is critical to maintaining regulatory compliance for both the collections system and the treatment plants. Security is a high priority for both the office data system and the process data system;however, those systems have different security needs.The office data system requires a less restrictive system to allow information to be exchanged with various consultants,vendors,and the public for general OCSD business,whereas a much more restrictive system is appropriate for the process SCADA system. OCSD uses CRISP (Copeland Roland Sequential Processor)HMI software for the human machine interface for process control functions at both Plant No. 1 and Plant No.2.This software was originally designed to run on VAX workstations,which are now obsolete and difficult to support. OCSD has recently begun using Hummingbird VAX emulator workstations,allowing OCSD to continue to run the aging CRISP software on modem computer hardware. Servers running Wonderware provide the historian functions for the process control data. Plant No. 1 and Plant No. 2 use Schneider Automation Modicon Quantum PLCs as a standard platform for process controls.They are also used at the outlying pump stations in the collection system.For critical processes,a redundant CPU configuration is used. Control inputs and outputs connected to the PLCs are provided by Quantum Remote IO Racks. The remote IO racks may be distributed physically,remotely from the CPU,or connected over coaxial or fiber optic cable.The Quantum platform is currently being phased out by the manufacturer and is being replaced by new product lines. Plant No. 2 PLCs communicate to the HMI workstations over a Modbus Plus network.Modbus Plus is also an aging protocol and is planned for replacement with Ethernet by the P2-107 project. Plant No. 2 is blanketed with fiber optic cable. This fiber is typically multimode fiber optic cable blown through tube cables,providing the ability to connect networked devices across the plant. These devices include network switches,PLCs,Remote IO racks,HMIs,Servers,card readers, PA equipment,fire alarm equipment,and other office IT equipment. There is also an interplant fiber optic connection between Plant No.1 and Plant No.2,which allows data to be passed between locations.The P2-107 project will add additional single-mode fiber across Plant 2 to create the ICS network for use as process controls.The P2-107 project will also provide additional spare fibers that may be used for Office IT network purposes. 4.14.3 Current Performance Not Applicable pv\\QmbUbcwrema\C1emMNOLSD'16339bbRMenbW2011"Sn PhnWm r4 MDR&W17-Pkm lb.2. o 0.111 4.0 PLANT NO.2 4.14.4 Design Criteria Table 4-66 provides a summary of hardware associated with the communication system. TABLE466 CUmaxmimtiow Systems(1-Lg)tlip}tedceIIs mpmsemamas cmmntly3mderco kwfion) Equipment CRISP CRISP Modkon RIO Wondenvare Wondervvare Wonder m Servers Workstations PLCs Cabinets Data Collecton Hlstorlans Active Factory Plant 1 4 37 38 186 2 6 6 PI-101 11 33 PI-100 0 14 Plant 2 4 41 44 173 2 6 P2-92 14 18 Pump Stations 2 21 19 19 Plant 1 Elect 2 18 16 2 Totals: 12 117 1 142 1 443 1 6 1 JEMMMMM-1-2 --1 4.14.5 Planned Upgrades The following projects include planned upgrades to the OCSD communications system: • P2-107 will create a new fiber optic network and Industrial Control system network (ICS)for process control communications. The ICS will replace the existing Modbus Plus communications network at Plant No.2. • P2-107 will add power monitoring and controls at Plant No. 2 similar to those installed by the J-33-3 project at Plant No.1. • The J-117A project will run a new interplant fiber link between Plant No.1 and Plant No. 2 along the interplant pipeline,replacing existing fiber. • SP-196 will study the Plant SCADA and process control system and make recommendations for future SCADA software and hardware platforms.This study will likely result in a project or multiple projects that will replace the PLC CPU hardware and software and the HMI software used by OCSD.This project may also affect input/output hardware currently installed at the plant. • OCSD is creating two core switch locations at Plant No. 1 and Plant No. 2.These locations will house redundant hubs of network and server hardware for the ICS and Office IT networks and related servers.At Plant No.2, these locations will be the P2-92 Centrifuge Building second floor and an IT Room to be constructed on the second floor of the OOBS building by P2-107. a12 163394DNRtiuea SW7Ah Pl AOw mr40L3o FW 2017-Pl tT 2.doox 4.0 PLANT NO.2 4.15 Plant Air System 4.15.1 Overview The Plant Air System described in this section includes the High Pressure Air(I-II'A) system and Instrument Air(IA)system. The primary uses of plant air in the process areas include: • Bubblers for water level measurement and other instrumentation • Portable valve operators and other pneumatically controlled equipment • Pneumatic tools for use by maintenance staff In general,the HPA systems at both plants include air compressors and a looped piping system that is sized to provide enough storage to eliminate the need for air tanks. Compressed air, which is used for instrumentation,passes through air dryers before entering the 1A system. Water traps are located in various locations and are automatically actuated by mechanical means. The Cengen facilities at Plant No. 1 have dedicated HPA systems that are isolated from the plant HPA looped system for the following uses: • Starting air-Pressurized air tank that starts the Cengen engines. • Instrument air-Used in the Cengen facility. The Plant No. 1 HPA compressors are listed in Table XX. The discussion in this section is limited to process area uses and does not include nonprocess uses in the operations building,laboratory,shop,administration building,or other places, unless those uses are served by the plant HPA looped system. Other compressed air systems (including air for channel agitation aeration,secondary treatment,and grit) are discussed in other sections. The main air supply at Plant No.2 is from the Air Compressor Building. Another compressor, located at the DAF Thickener Building,was installed to provide additional pressure in the DAF area,but that compressor has not been in service for several years. It is likely that this compressor will be replaced in the near future. Plant No.2 High Pressure Air System is shown on Exhibit 4-18. 4.15.2 Operational Philosophy Uses of plant air in the process areas include the following: • Bubblers for water level measurement and other instrumentation • Valve operators and other pneumatically controlled equipment • Pneumatic tools for use by maintenance staff The HPA systems at both plants were designed with enough storage in the piping system to eliminate the need for air tanks. pv\\QmbUbcwrema\C1emMNOLSD'16339bbRMenbW2011"Sn PhnWm r4 MDrW W17-Pbm lb.2. o 0.113 4.0 PLANT NO.2 Compressed air,which is used for instrumentation,passes through air dryers before entering the IA system. The Cengen facilities at both plants have dedicated HPA systems that are isolated from the plant HPA looped system. These systems pressurize the air tanks that start the Cengen engines and supply instrument air needs in the Cengen facility. Water traps are located in various locations and are automatically actuated by mechanical means. 4.16 Current Performance The current performance of the Plant Air System at Plant No.2 has been adequate to serve the current HPA and IA operational needs at each plant. This is expected to change in the future when new facilities,currently in construction,place additional demands on the system. 4.16.1 Design 0iteria The Plant Air Systems have historically been evaluated on an informal basis,without the use of formal design criteria,with improvements made to the system as needed.Appropriate design criteria could be developed in the future if needed. Appropriate design criteria could be developed in the future if needed.However,a Plant Air system evaluation study designated SP- 148 was completed in August 2016.The goal of the study was to assess the existing Plant Air system and propose improvements to the existing system,and to evaluate alternatives to improve the Plant Air system. TABLE 4-67 Plant No. l and Plant No.2 High Pressure Ar S3NWms Plant No.2, Plant Air System Item Location Asset Make Model CAP HP Year 1 Compressor, Plant Air#1 Compressor Bldg M08829 Ingersoll Rand SSR-HP100 400 100 1992 2 Compressor, Plant Air#2 Compressor Bldg M08830 Ingersoll Rand SSR-HP100 400 100 1992 3 Air Compressor#3 Thickener Bldg M05727 Ingersoll Rand (out of service) 120 20 19867 Plant No.2,Cengen EPA System Item Location Asset Make Model CAP HP Year 4 Compressor, Start Air#1 Cengen M09843 Ingersoll Rand H40 129 40 1992 S Compressor, Start Air#2 Cengen M01837 Ingersoll Rand H40 129 40 1992 6 Compressor, Inst Air#2 Cengen M06800 Ingersoll Rand 10T3NLX10 ? 10 1992 7 Compressor, Inst Air#4 Cengen M08639 Gardner Denver MBVEF 200 40 1998 4.16.2 Planned Upgrades The following projects include planned upgrades to the OCSD plant air systems: an4 103394DNRtiueadeSRA7Ah PlenA0= mr40L3D fTR 2017-Pl tT 2.doox 4.0 PLANT NO.2 The XJ-129 project will upgrade the Plant Air system.The Plant Air System at Plant No.2 would be designed for an 800-scfm peak load with one spare compressor train.This would require one new 400-scfm compressor train in the PEPS building to meet the peak load three different ways with one spare compressor train. In normal operation,the central control system would cycle between these three configurations to allow improved loading for the lead compressor.The operating compressors would modulate and cycle as required to meet the demand.Each train would have compressor monitoring, dryer monitoring,pressure monitoring,and dew point monitoring from the SCADA system. 4.17 Physical Characteristics of Plant 2 This section provides a tabulated list of each process areas, the components comprised within that process area and their associated parameters. TABIE4b8 Plant No.2 Physical Characteristics ITEM UNIT VALUE Screening Headworks D Screenings Number of Units - 6(5 duty, 1 standby) Type of Screen - Climber-Type Bar Screen Inclination Angle degrees from horizontal 9 Screen Field Width feet each 8 Clear Bar Spacing inch 5/8-inch Influent Pumping Headworks D Number of Units - 7(5 duty, 2 standby) Type of Pump - Vertical,Centrifugal Non-Clog Capacity Each mgd 68 Total Rated Capacity mgd 340 Total Installed Pumping Capacity mgd 476 Pretreatment Facilities Headworks D Grit Basins Number of Units - 6 Type of Grit Basins - Vortex pv\\QmbUbcwrema\C1emMNOLSD'16339bbRMenbW2011 klx�PhnW ,xr,l MDFTYWP-Pkml ,2. o 0.115 4.0 PLANT NO.2 Diameter feet 24 Primary Clarifiers Primary Clarifiers(PC)D-Q Shape - Circular Number of Units - 14 Number of Tanks per Clarifier - 1 Average Design Flow mgd 12 Average Sidewater Depth feet 9 Diameter feet 140 PCs D-Q Sludge and Scum Pumps Number of Units per Clarifier Pair - 3(2 duty, 1 standby) Type - Horizontal, Progressive Cavity Capacity Each gpm 225 Primary Clarifiers PCs D-Q Scum Box Pumps Number of Units per Clarifier Pair - 1 Type - Vertical Chopper Capacity Each gpm 200 Trickling Filters Solids Contact Trickling Filters Number of Units - 3 Diameter feet 150 Depth feet 10 Average Design Flow mgd 60 Trickling Filter Pumps(Influent and Recirculation) Number of Units - 6(5 duty, 1 standby) Type - Vertical Turbine Solids Handling Capacity Each mgd 36.4 Trickling Filter Ventilation Number of Units - 2(1 duty, 1 standby) Type Fan a16 103394DNRtiueadeSW7Ah Pl AnA r40L3D ITV 2017-Pl tT 2.doox 4.0 PLANT NO.2 Capacity Each scfrn 53,000 Solids Contact Basins Number of Units - 4 Type - Fine Bubble Aeration Sludge Reaeration Basins Number of Units - 4 Type - Fine Bubble Aeration Secondary Clarifiers Shape - Circular Number of Units - 6 Diameter feet 135 Sidewater Depth feet 19 Return Secondary Sludge Pumps Number of Units - 12 Type - Vertical Turbine Solids Handling Capacity Each mgd 6.25 Trickling Filters Solids Contact or Waste Secondary Sludge Pumps Number of Units - 3 Type - Horizontal Centrifugal Solids Handling Capacity Each gpm 720 Aeration Blower Building(Solids Contactors) Number of Units - 3(2 duty, 1 standby) Type - Horizontal Centrifugal Solids Handling Capacity Each scfrn 4,200 @ 10.5 psig Aeration Blower Building(Sludge Reaeration) Number of Units - 3(2 duty, 1 standby) Type - Multi-Stage Centrifugal pv\\QmbUbcwrema\C1emMNOLSD'16339bbRMenbW2011 H4nerPh�Wmpzr406DFTY}AI'!-Phm lb.i.doca 0.117 4.0 PLANT NO.2 Capacity Each scfm 2,100 @ 10.5 psig Activated Sludge Facility PEPS Pump Station Number of Units - 4 Type Vertical Turbine Mixed Flow Capacity(each) mgd 50 Aeration Basins Number of Units - 8 Length feet 46 Width feet 46 Sidewater Depth feet 16.5 Volume(each) cubic feet 34,914 Secondary Clarifiers Shape - Rectangular Number of Units - 12 Length feet 225 Width feet 60 Sidewater depth feet 13.5 RAS Pumps Number of Units - 6 Type - Horizontal Centrifugal Capacity Each gpm 10,625 Activated Sludge Facility WAS Pumps Number of Units - 4 Type - Horizontal Centrifugal Capacity Each gpm 1,400 Oxygen Delivery/Storage Facility(Delivery) Number of Units - 2 Type - Vaporizer Oxygen Delivery/Storage Facility(Storage) Number of Units - 2 a18 163394DNRtiueadeSW7Ah Pl AnA r40L31)FWV 2017-Pl tT 2.doox 4.0 PLANT NO.2 Type - Liquid Oxygen Storage Tank Capacity Each gal 40,000 Thickening DAFT Units Number of Units - 4(3 duty, 1 standby) Diameter 8 55 Surface Area(3 units) at 7,127 Design Hydraulic Loading gpm/sf 1.6 Design Solids Loading Ibs/sf/d 18 Digestion Sludge Blending Tanks Number of Units - 2 Flow to Digesters f 3/d 107,500 Digesters Number of Units - 15 Diameter feet (11)80,(4) 105 Sidewater Depth feet 29 Volume MG (11) 1.09, (4) 1.88 Digesters/Sludge Holding Tanks(I,J) Number of Units - 2 Diameter feet 80 Sidewater Depth feet 29 Volume MG 1.09 Digestion - Sludge Holding Tank(K) Number of Units - 1 Diameter feel 80 Sidewater Depth feel 29 Volume MG 1.09 Dewatering Dewatering Bell Filter Presses(to be replaced with Dewatering Centrifuges in 2019) Number of Units - 15 Feed Mcf/mo 3.71 pv\\QmbUbcwrema\C1emMNOLSD'16339bbLtMenbW2011"S�PhnWm r4 MDFTYWP-Pbml ,2.do 0.119 4.0 PLANT NO.2 Dewatering Centrifuge Units(after 2019) Number of Units - 5(3 duty, 2 standby) Maximum Solids Loading Ibs/hr/unit 3,750 Maximum Hydraulic Loading gpm/unit 367 Dry Solids Storage Cake Storage Silos Number of Units - 2 Storage Silos Volume curt 28,000 F120 pw'�AQ�dbLLMw�e��LtieMCAbCSG965394DNRtiueadesRAn M1hntaelen�apmra 0L3DINV 2017-elmtT 2.doox f � _ B lip -"" - PLANT NO. 2 o so iao PRELIMINARY TREATMENT Appmdmelee lsiofeet INDEX MAP EXHIBIT 41 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ LJ Coast Trunk(Newport Forceman) 10 PE P n ' gSRryBU UDRS � UM C(ry M'M W \ HEPBWJ RI `-- M' B DDCP CDNTRIROL FAC FAL fAGLIiY J � I4NV g5f.C SG}` CENT. - PE R p GENERATORUIGESIER DIGEs1ER 96'RE /J\/ „y�i c 81DG. B A �N POSPOWERT WER OEA4YLItt A FW . I tt a� az e a m p RFEaxG 0'PI 98"PI BUNMNNE gYfl3]J o PIA-B2 'a-Al PI CUOR SIRY.'I1K[]m0 1[RFIc 4 M.PI m sa'PE PIJB-L PIA BI Sf PE Interplant8L Knott Trunk - AGu - Pr P PRMMY %mn C=TNE, NQ2M � PRIMMR CLA"CRUBBER J INTRPLANT WMPLE CART 98'R -1 .pf ,5 Q` PRIMMY CLPRREIfIER 4 1'JBY 1 'PI B A PS PRINIRY pRIMMY PRIMARY Dj B c OwrR p HER GARmER n n Magnolia-Bushard Trunk Miller-HolderTmnk f —' PLANT NO. 2 PRELIMINARY TREATMENT DETAIL MAP EXHIBIT 4-2 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ � � Y r I _ ° U y� . PLANT NO. 2 PRIMARY TREATMENT o w 1W INDEX MAP noo��mare�enr� EXHIBIT 43 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ To Tnaling Filters WAw. w FACIUN milim wuw mmmy e Rr u O —Osiwrtn M � .2 PLANT NO. 2 PRIMARY TREATMENT DETAIL MAP EXHIBIT 4-4 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ 360C5�13-i1FI6-iPo]e/.00J Trickling Filter Facility(TFSC) I d u'ea cl --— --- ———— ---------- -- R^ �z o Ehl c `.o r O o_ o ` ------------- ay O PLANT NO. 2 oo �\ SECONDARY TREATMENT INDEX MAP EXHIBIT 4-5 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ ID00501]-ilFI9-i W]BFOOJ ui PXOB f 4 k AA wmeeucr scree¢ a M c R e n1bpxR aisn{euarvs �� Erse[MeRc.Bicr oR PRdeer CLARIFIER d``ov 1 \ sGna p' Y a r 3 \ NiYMY PRIMARY MINMY PRIMARY 11 ' .R. dMR1ER c O61[R anRfiiIN Y4�� � ` BIRD B� ">I C MINeRY dC61ER dCE51ER d4ESIfR pR51Efl J' E. 3O unwdi R c r c C � (y o � OL ews MG mGCI rzR olxsrtR O EJonA'A a c \ \ .R oNxsrzrz Nmwiw� N PLANT NO. 2 ACTIVATED SLUDGE FACILITY DETAIL MAP EXHIBIT 4-6 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ W R$$$ �`E 24" SE ' - C o _ C W L _ 4'RSS _ 108"lFE " --- 8O `- m 26"R 1AL� u W Op RRSAA ❑ 60"Sf VA r' ' H H 10 " PE DI$R�B un _s_ SOLIDS CONTACT CEq UpOp R HE k SLUOGE �FJL REA ER TO S z Q ' REACTORS 22 -t 96" iGE p Y PLANT NO. 2 TRICKLING FILTER FACILITY DETAIL MAP EXHIBIT 4-7 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ Q - o HAI e` I T O - PLANT NO. 2 SOLIDS/GAS FACILITIES 0 0 ,UO INDEX MAP EXHIBIT 4-8 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ w� o ep\ qS P G 36"P 6"PI ARY PRIMARY DIGESTER DIGESTER DIGESTER DIGESTER �"S 4 TER CLARIFlER O 5G O � o a �6 WAR RING DIGESTER G LDG DIGESTER DIGESTER DIGESTER GAS STORAGE 1RY PRIMARY ti TER CLARIFIER DIGESTER P DIGESTER DIGESTER DIGESTER COMPRESS DAFT DnsT B DIGESTER DIGESTER DIGESTER DIGESTER SOLIDS L M 0 T DAFT O 044 STORAGE A AFAOUTY SC PB-C DIGESTER DIGESTER DIGESTER ODIGESTER / S _ R D PLANT NO. 2 SOLIDS/GAS FACILITIES DETAIL MAP EXHIBIT 4-9 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ AOGSa13-1 X1�61 U]]W W.e� F Gas Flare I . � Legend �Lar Nrwue 6NMGn(LeGI �Xif Ravuroclaeew�Gan�XOc 18"HGG n"Hoo �uewrei Gss lxG) From Plantl a xoc a 81exm 9oilerx mttt .D c DI brF t brD na rom � 1. �x� Gas Engine Generators Holtler (ryp) _ 1N" 0 la"Hoc ogeabrl )L� Dlg« te brE arH m�3.oxac Gas Co. reaeor(typ) zN"goo A. , u"goo IgesterJ ;-J DlgeckrR at.H HW 18.. Ix"]oc m-xoa —��—d cae orvere NUG IgeslerL DlgeakrM esler0 brT @'xa0 p r tte gas, Ipe tars blgeskrR DiBes Gi terP PLANT NO. 2 DIGESTER GAS SYSTEM EXHIBIT 4-10 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ FROM PLANT NO. 1 (EJB) (FROM PLANT NO. 1) HEADWORKS"D" ' -- - :,:- - SURGE TOWER P2.66 (2011) g ,. a OOBS m TO OCEAN OUTFALL I I s 8 d> WSSPS C ` P2-66 DISTRIBUTION WSSPS 2A OOVERFLOW COASTTRUNK PLANT NO. 2 '� "� I MAJOR SIDESTREAMS MP�loinlwt EXHIBIT 4-11 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ OCSOi]-i X1�t1U]]W W.e� 5 f � s31 �A sue- 1—g 9 ®® �" ♦ �� ♦ CBA♦ _ To Be Demolished ..;� By Project P2-66 ° 77c- O �s 3 4oivpnv]mwa�b,n� 0 LEGEND PLANT NO. 2 EFFLUENT DISINFECTION "ma"" FEED POINTS EXHIBIT 4-12 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ 36005�13-i X1�NU]]W W.e� \ I gg 9 ----------------------- _ I ea O PLANT NO. 2 o ooA OCEAN OUTFALL FACILITIES pypw'p„ I I �'I INDEX MAP EXHIBIT 4-13 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ OCSOI]-I X1161 U]]B�W.tl DISC NIER N 003 0 21 12 4. ascxeq Surge Tower#2 ] fMfR 120"PE CfryCC'fy 0 3(2 2) O P "' 0 pr10 CCBS SOp1UM e e B ft ` .e_A 60' .aI Discharge 001 ACC Iz OOBS 120"Outfall g CENMAL - — Surge Tower#1 9J�Q' POWER = r URGE 120. GENERATON - _ - pIGESiER DIGESTER - 36"vW 62 Q'/7A, BWR - = STANDBY 8 A �a 120' E f FACIlI1T Ip a ERGENC SEJB 11 1 - EMSiOPAC£ A 8 C m BASIN �_ ` ,.\ FMOWER eJ+ S O S • e Discharge 002 KV ~ ERSA T$" Emergency Outfall 1av A � EPSA PB_A 0 �• PRIMARY ¢0�0 0P� P. 096- R ,I pal n PE CIARIFlER PLANT NO. 2 OCEAN OUTFALL FACILITIES DETAIL MAP EXHIBIT 4-14 ORANGE COUNTV SANITATION DISTRICT 201]MASTER PLAN — " _w I m • ..... ........: � . Beckllow Reveller a o EY�'a+X SM1bn - • Xynnn - POi Pony ...._r ` POM-din and ABOVE .......y. ...v..., .._ «.. Diann er(in) a � e� PLANT NO.2 POTABLE WATER SYSTEM LOCATION MAP EXHIBIT 4-15 m ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN _ s I, S. PLANT NO.1 RECLAIMED WATER SYSTEM LOCATION MAP s - , EXHIBIT 4-16 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN r PLANT NO.2 ',7 PLANT WATER SYSTEM LOCATION MAP EXHIBIT 4-17 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN HPA System �r -(DO Room o i �LEG�ENND `( �/) =Compresser Location MA'NOT TO SCALE PLANT NO.2 HIGH PRESSURE AIR SYSTEM NOTE- LOCATION MAP This map has not been updated 9 to reflect modifications made after 2002. EXHIBIT 4-18 m ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN 4'C STA ING AREA# ao' T- LEGEND 0 Generate, 0 Swithoboard 11) MCC 0 Switchgear 0 Panel 0 Transformer = Electrical Power Buildings\Rooms ell, JUStructures Tunnels O MCC,Pannel,Switchboard,Switchgear PLANT NO. 2 O Generator MAJOR ELECTRICAL FACILITIES O Transformer LOCATION MAP EXHIBIT 4-19 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN 0csD121X 2(,lcoWel.e. Engine Exhaust Chilton I D r Gas i Swam Boller t Engine Boller Exhaaet M Water .it re(typ) Dipwnr Ges Sludge q Heat Exchangers t Lua.:nd e Q I I olgeet.r ce1e.� ElectriGly Cooling Wata! a NeWrelGn— ' Engglna Generators (ryp)3 Q 2500 kW I.i I ICI i+, I Digester Gas j Waste Heat _~ Exchangers Natural GasI 8twmtnsates wtl 4 I tontlmwn t t t BUIMIItq Auxiliary Water I Xsetlnp Waste Heat Water Haar t r Exchangers sere To Commissioner W— UYP) (typ)ftYp1 t CuO y Water Heat Recover,Water_ �_ -------e —�-J ______ _______________t____________ ___ e( BUCK■VUTCH Pumps(ryp) „ PLANT NO. 2 ........ ........ HEAT RECOVERY SYSTEM FLOW DIAGRAM EXHIBIT 4-20 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PUN — ° AO SD121X 21-103MW.,. Head Works cis Otlor Control il SouMl Scrubber —or � Oor tlor Comrol a No Scmbber Complez (2)HW (6)PC BSC Sitles a / FO PLANT NO. 2 ODOR CONTROL FACILITIES LOCATION MAP EXHIBIT 4-21 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ^ Draft Report Orange County Sanitation District Facilities Master Plan 2017 Chapter 5 Interplant Facilities A$ November 2017 p :iI ardlpl0mumer ClenVCNOCSN10339A00Nill rabb N17 ft*PIanXhaprer 5 OCSD FMP 2017-Iderpanl Facilbndom Contents Chapter 5 Section Page 5.0 Interplant Facilities............................................................................................................5-1 5.1 Overview.............................................................................................................................. 5-1 5.1.1 Steve Anderson Lift Station(SALS) and Ellis Trunk...........................................5-1 5.1.1 Interplant Diversion/Interplant Interceptor.........................................................5-2 5.1.2 Interplant Effluent Pipelines (66-inch,84-inch,120-inch) ...................................5-2 5.1.3 Interplant Gas Pipeline.............................................................................................5-2 5.1.4 Fiber Optic Lines.......................................................................................................5-3 5.1.5 Reclaimed Water Pipeline........................................................................................5-3 5.2 Operational Philosophy.....................................................................................................5-3 5.2.1 Raw Wastewater Flow Diversions..........................................................................5-3 5.2.2 Interplant Gas Pipeline.............................................................................................5-4 5.3 Current Perfonnance,..........................................................................................................5-4 5.4 Design Criteria.....................................................................................................................5-4 5.5 References............................................................................................................................ 5-5 Tables Table 5-1 Interplant Facilities.......................................................................................................5-1 Table 5-2 Interplant Effluent Pipelines.......................................................................................5-2 Table 5-3 Design Criteria for Interplant Water Diversions......................................................5-4 Table 54 Design Criteria for Interplant Gas and Utility Lines...............................................5-5 Exhibits Exhibit 5-1 Interplant Diversions p:i ardlolDmumeM CienVGNOCSN10339A Dellrordbk N17 Kn*PanXhap 5 OCSD FMP 2017-In"ant Ncibn dou 5.0 Interplant Facilities 5.1 Overview Plant No. 1 and Plant No. 2 are interconnected by various pipelines and facilities.These "interplant facilities" are listed in Table 5-1 and shown on Exhibit 5-1. TABLE 5-1 Interplant Facilities Facility Purpose Route Steve Anderson Lift Station Brings raw wastewater tributary from Plant No.2 to Ellis Avenue (SALS)66-inch Trunk Line Plant No. 1 via Ellis Avenue Trunk. 78-inch Interplant Diversion Diverts influent and non-reclaimable Flows including Ellis Avenue,Brookhurst 96-inch Interplant Interceptor the Santa Ana River Interceptor(SARI)from Street Plant No. 1 to Plant No.2. 66-inch Interplant Effluent Conveys treated wastewater from Plant No. 1 to Santa Ana River Pipeline the Outfall System at Plant No.2. In the future,the Right-of-Way Orange County Water District(OCWD)will use this pipe to convey Plant No.2 treated secondary effluent to Groundwater Replenishment System (GWRS)for indirect potable reuse. 84-inch Interplant Effluent Conveys treated wastewater from Plant No. 1 to Santa Ana River Pipeline the Outfall System at Plant No.2. Right-of-Way 120-inch Interplant Effluent Conveys treated wastewater from Plant No. i to Santa Ana River Pipeline the Outfall System at Plant No.2. Right-of-Way Interplant Gas Pipeline Stores and conveys high pressure digester gas Santa Ana River (12-inch and 16-inch) between plants to optimize usage. Right-of-Way Fiber Optic Used for interplant communications. Ellis Avenue,Bushard Fiber Optic(Existing-to be Used for interplant communications. Santa Ana River replaced under Project J-117A) Right-of-Way Reclaimed Water Pipeline Sends reclaimed water from OCWD to Plant No.2. Santa Ana River Right-of-Way 5.1.1 Steve Anderson Lift Station (SALS) and Ellis Trunk The Steve Anderson Lift Station(SALS) and the Ellis Avenue Trunk Line help divert wastewater flows from the Magnolia-Bushard and Knott Trunks from Plant No. 2 to Plant No. 1,primarily for reuse. A diversion structure at the intersection of Ellis Avenue and Bushard Street contains valves that control flow diversions to the Ellis Avenue Trunk Line. Diverted influent travels by gravity to the SALS at the northeast margin of Plant No. 1.These facilities have a rated capacity of 60 million gallons per day (mgd). p :IlCardlol0aumeWClenVCWOCSN10339A Dellrorabk N17 MWt PlWChap 50CSp FMP 2017-In"anl FacilNndou 51 5.01NTERPLANT FACILRIES 5.1.1 Interplant Diversion/Interplant Interceptor This pipeline system diverts influent, filtrate/centrate,SARI flows,and solids from Plant No.1 to Plant No. 2.The 78-inch Interplant Diversion pipeline joins the metering and diversion(M&D) structure at Plant No. 1,runs west along Ellis Avenue,and meets the 96-inch Interplant Interceptor at Brookhurst Street.Flows continue south along Brookhurst Street to Plant No.2. There is an existing connection to the Interplant Interceptor from the Knott Trunk Line near the intersection of Ellis and Brookhurst,which is normally isolated by a stop log gate. The 78-inch Interplant Diversion pipeline has a hydraulic design capacity of 82 mgd,and the 964nch Interplant Interceptor has a capacity of approximately 99 mgd. (Note:On January 22, 2017, during a large storm event,Orange County Sanitation District(OCSD)staff observed 96 mgd of flow conveyed through the 78-inch pipe.) 5.1.2 Interplant Effluent Pipelines (66-inch, 84-inch, 120-inch) The interplant effluent piping system consists of three pipelines that run parallel to the Santa Ana River.These pipelines have 66-inch,84-inch, and 120-inch diameters. All three connect from the effluent junction box at Plant No.1 to the ocean outfall booster station at Plant No. 2. Per the Joint Agreement,the OCSD leases the 66-inch pipeline to the OCWD. In the future,OCSD intends to use the 66-inch pipeline to move secondary effluent from Plant No. 2 to OCWD for reclamation. To prepare for this,OCWD will rehabilitate this pipeline to extend its useful life under the GWRS Final Expansion. Historically,the 844nch and 120-inch pipelines conveyed primary and secondary effluent from Plant No. 1 to the outfaB facilities at Plant No. 2.Since 2008,these pipelines have conveyed secondary effluent and reverse osmosis concentrate from GWRS from Plant No. 1 to ocean outfall facilities.These two pipelines will be rehabilitated as part of Project J-117. Information about the three interplant effluent pipelines can be found in Table 5-2. TABLE W Interiplant Effluent Pipelines Diameter Capacity (inch) Date Installed Lining (mgd) 66 1958 No lining 45 84 1966 No lining 97 120 1992 Top 270 degrees 278 Total 420 Source: OCSD. 1999 Strategic Plan. 5.1.3 Interplant Gas Pipeline Plant No. 1 and Plant No. 2 each produce digester gas that produces electricity.A 16-inch, stainless-steel,high-pressure gas pipeline connects the two power generation plants,allowing digester gas to be routed to either plant to balance supply and demand,leading to efficient gas utilization.This pipeline conveys and stores digester gas. 52 pw•/nWlloNocumenWClienUMMSD110339A001Dellvera0k al7Wa er%aniMapter5OMDFMP2017 IM owt Faciil docx 501NTERPlAN1 FACILITIES The 2013 Interplant Gas Pipeline Rehabilitation Project(Project J-106) slip lined the original 18-inch stainless steel pipe with a 16-inch High Density Polyethylene(HDPE)liner. Although this change reduced the pipeline's capacity,it solved corrosion issues faced in the past.Both plants have power generation facilities that burn digester gas,natural gas,or a mixture of both. Without the interplant gas pipeline's operational flexibility to store and manage digester gas, increased flaring occurs. 5.1.4 Fiber Optic Lines A fiber optic cable runs along the effluent interplant piping alignment adjacent to the Santa Ana River.The cable was installed at the same time the 120-inch Interplant Effluent Pipeline was constructed.The cable transmits voice,data,and other communication signals between the two plants. This cable is scheduled to be rehabilitated and replaced under Project J-117A. In 2010,a second fiber optic line was installed along Ellis Avenue and Bushard Street under project FE0740. A conduit was installed for the fiber optic line alongside the Ellis Trunk Line and the Bushard Trunk Line.This second line will provide signal redundancy and allow for maintenance. 5.1.5 Reclaimed Water Pipeline Reclaimed water is supplied to Plant No. 2 through an OCWD pipeline ranging from 12 to 30 inches in diameter.This pipeline runs parallel to the 120-inch effluent pipeline between Plant No.1 and Plant No.2.As reclaimed water enters the northern boundary of Plant No. 2,it passes through a flowmeter and on to the Plant No.2 Cengen facility. At Cengen,flow either splits off to the outfall for disposal or feeds Cengen and the rest of the plant.OCWD maintains the reclaimed water pipeline from its facilities up to the reclaimed water meter at the northern boundary of Plant No. 2.OCSD maintains the pipeline throughout the remainder of Plant No. 2. 5.2 Operational Philosophy 5.2.1 Raw Wastewater Flow Diversions Much of the OCSD raw wastewater tributary flow can be treated by either Plant No. 1 or Plant No. 2. The distribution of flow between the plants can be varied by operating diversion gates at Plant No. 1 and by operating the SALS. This distribution is generally done to achieve the following goals: • Maximize reclamation by OCWD by maximizing influent flows to Plant No. 1. (This philosophy could change in the future when final expansion of the GWRS is complete and when secondary effluent from Plant No. 2 can be reclaimed.) • Avoid bringing Santa Ana River Interceptor (SARI) flow into Plant No. 1 because it is not approved for reclamation. SARI flows are normally diverted to Plant No.2 via a locked gate that sends it to the 78-inch Interplant Diversion Line,except during an extreme high flow emergency.The State Water Resources Control Board Division of Drinking Water does not permit SARI water as a reclamation source because it contains brine discharges from the upper watershed and treated water from the Stringfellow Superfund site.OCWD must cease reclamation operations when p :IlCardld0aumeNVClienUMMSW10339A0010ellrorabk N17 Master PlanlChapter 50CS0 FMP 2017-Ideryanl Facilbndou 53 5.01NTERPIBNT FACILITIES SARI flows mingle with the other flows brought into Plant No.1.An estimated 24 hours is required to restore flow to OCWD after routing SARI flow back to Plant No.2. In addition to influent raw sewage,Plant No.1 could receive up to 21 mgd of microfiltration backwash flows from OCWD,which is metered and sent directly to the primary clarifiers. At current operations,backwash returned to the primary clarifiers is approximately 16 to 18 mgd. This flow is not anticipated to increase much after the GWRS Final Expansion. Either a portion or all of the backwash can be diverted to Plant No. 2 via the 78-inch Interplant Diversion pipeline.Approximately 17 mgd of reverse osmosis concentrate is routed through the Primary Effluent Distribution Box 2 (PEDB2) at Plant No.1 and sent to the ocean outfall.When the GWRS Final Expansion is online,the reverse osmosis concentrate is expected to increase to 23 mgd. 5.2.2 Interplant Gas Pipeline Project J-106 (Interplant Gas Line Rehabilitation Project),completed in 2013,brought the interplant gas pipeline back in service.The approach to operating the interplant gas pipeline is as follows: • Achieve efficient management,storage,and use of digester gas between Plant No. 1 and Plant No.2. • Minimize flaring of digester gas. • Operate the interplant gas pipeline to comply with the DOT requirements for gathering lines. • Support air quality emissions requirements associated with using and flaring digester gas. 5.3 Current Performance The 78-inch Interplant Diversion pipeline takes between 30 and 50 mgd of SARI flow and some raw wastewater from Plant No. 1 to Plant No.2.The 84-inch and 120-inch interplant effluent pipelines transport OCWD reverse osmosis concentrate only to the outfall at Plant No.2 unless the GWRS is offline,where they would also carry secondary effluent. 5.4 Design Criteria Design criteria for interplant water diversions and pumping systems are shown in Table 5-3. TABLE W Design Criteria for Interplant Water Diversions Diversion Pipeline Capacity(mgd) Raw Wastewater Diversion Piping Ellis Avenue Trunk 60 78-inch Interplant Diversion 82 96-inch Interplant Interceptor 99 Effluent Pipelines 66-inch' 0 84-inch 97 120-inch 278 Total 375 54 pw•/nWllo mumenWClienUMMSD110339A001Dellvera0k al7Wa er%aniMapter50CSDFMPN17 IM owt Faciil docx 501NIERPIANr FACILITIES TABLE 63 Design Criteria for Interplant Water Diversions Diversion Pipeline Capacity(mgd) Reclaimed Water Piping 12-inch to 30-inch ? Source: OCSD 1999.Strategic Plan(OCSD, 1999). OCSD.2006. Strategic Plan Update.Collection System Model and Strategic Plan Update. Project No.J-101.April (OCSD,2006). *Not in service. Reserved for OCWD Reuse(Joint Agreement). Design criteria for interplant gas and utility lines are provided in Table 54. TABLE 54 Design Criteria for Interplant Gas and Utility Lines Size Capacity Gas Pipeline 16-inch diameter 22,060 fl Utility Lines 24-strand,single-mode,fiber optic cable(Ellis and Bushard) N/A *36-strand,single-mode,fiber optic Cable(Santa Ana River Levy) N/A N/A—not applicable *Future-To be installed under Project J-117A. 5.5 References Orange County Sanitation District(OCSD).FY 2006-07 Operations and Maintenance Annual Report,2007. Orange County Sanitation District(OCSD). Strategic Plan Update Job No.J-101.Prepared by MWH Americas,Inc.,April 2006. Orange County Sanitation District(OCSD). Strategic Plan.Prepared by Camp Dresser&McKee, 1999. Orange County Water District(OCWD)/Orange County Sanitation District (OCSD).Title 22 Engineering Report.September 2000. p :IlCardld0aumeNvClienUCMMSW10339A001nellroraNe N17 Master PlanlChapter 50CSD FMP 2017-In"anl Facilbndou 55 G 3„ mBUS HARD JUNCMON STRUCTURE M BUSHARD DIVERSION BOX M F.O. / INTERPLANT DIVERSION KNOT r BAB TRANSIMON $UFLONEfl µg5iE-HAULER STRUCTIRE MIS' 9 SUNFLONER / E AN / LIFT STATION ARI / GOING G S BWW / AP BW GRES INFLUENT TALBERi SANTA AN / & PUMPING / GAP BAKEfl-MAIN AIRS E / TREATMENT a PLANT F o WATER / / PLANT NO. 1 m -- c3'a dcy w 4 MAGNOLIA-BUSHARD // / / � ^m^<��4� /// M E✓T / / / NEWPORT FORCEMAIN DISTRICT 5&6 OOTFALL P9/.1PING l ^' T / \\Vr / DISCHARGC 003 OVERR I W (EMEROFNCNE R5Y) SURDE TOWER a V,p W o y PACIFIC OCEAN h INTERPLANT DIVERSIONS EXHIBIT 5-1 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN Draft Report Orange County Sanitation District Facilities Master Plan 2017 Chapter 6 Support Buildings and Non-OCSD Facilities November 2017 pM11ComlloNwumentUCllenVC MSDI10339A Dellverz IW2017 Maeler Plan0aW6 DCSD MP 2017-Suppml.Man-0CSD,tl X Contents Chapter 6 Section Page 6.0 Support Buildings and Non-OCSD Facilities......................................................................6-1 6.1 Support Buildings.......................................................................................................................6-1 6.1.1 On-Site Support Buildings..............................................................................................6-1 6.1.2 Off-Site Support Buildings..............................................................................................6-2 6.1.3 Planned Upgrades............................................................................................................6-2 6.2 Non-OCSD Facilities...................................................................................................................6„3 6.2.1 Plant No. 1 Non-OCSD Facilities/Infrastructure........................................................6-3 6.2.1.1 GWRS Facilities on OCSD Property................................................................6-3 6.2.1.2 Green Acres Project Pump Station...................................................................6-4 6.2.1.3 Southern California Edison Substation...........................................................6-4 6.2.1.4 Compressed Natural Gas Station.....................................................................6-5 6.2.1.5 Other Utilities......................................................................................................6-5 6.2.2 Plant No.2 Non-OCSD Facilities/Infrastructure........................................................6-5 6.2.2.1 Orange County Sheriff-Radio Tower............................................................6-5 6.2.2.2 Southern California Edison Substation...........................................................6-5 6.2.2.3 Future GWRS Facilities......................................................................................6-5 6.2.2.4 Other Utilities......................................................................................................6-6 Tables Table 6-1 On-Site Support Buildings.................................................................................................6-1 Table 6-2 Off-Site Support Buildings.................................................................................................6-2 Table 6-3 GWRS Facilities and Infrastructure on OCSD Property at Plant No.1.......................6-3 Table 6-4 GWRS Facilities and Infrastructure on OCSD Property at Plant No.1.......................6-6 Exhibits Exhibit 6-1 Plant No.1 Lease of Property Exhibit 6-2 OCWD Facilities on OCSD Property GWRS Screening Facility Exhibit 6-3 OCWD Facilities on OCSD Property Green Acres Project Pump Station Exhibit 6-4 Lease Property Description Exhibit 6-5 Lease Property Description Exhibit 6-6 Lease Property Description Exhibit 6-7 Lease Property Description Exhibit 6-8 Lease Property Description Exhibit 6-9 Easement and Right-Of-Way 66 Interplant Pipe V/IlComlloNwumenWCllenVC MSDI10339A Dellwe Iles11017 Master PlanlChap 6XSDFMP 2017-SuDPml.Mon OCSD.tl x 6.0 Support Buildings and Non-OCSD Facilities 6.1 Support Buildings Support buildings are generally buildings that do not directly contribute to the wastewater collection,treatment,recycling,or disposal processes.These include on-site support buildings, support buildings within the boundaries of Plant No.1 or Plant No.2, and off-site support buildings not located at Plant No. 1 or Plant No.2.On-site and off-site support buildings are discussed below. 6.1.1 On-Site Support Buildings On-site support buildings are shown in Table 6-1. TABLE&1 On-Site Support Buildings Building Location Description Administration Building Plant No. 1 Includes conference rooms and offices for general management,board services,public affairs,environmental services administration,resource protection,administrative services,financial management,information technology engineering administration,and planning. Guard Shack Plant No. 1 and No.2 Provides shelter from the elements and communications for guards. Human Resources Plant No. 1 Provides offices for human resources. Building Safety Trailer Plant No. 1 Provides offices risk management,safety,and security. Warehouses Plant No. 1 and No.2 Provide storage for tools,equipment,and parts. Fleet Services Plant No. 1 Provide for automobile repair and preventative maintenance servicing of Orange County Sanitation District(OCSD)fleet vehicles. Shops A and B Plant No. 1 Consist of an operations and maintenance(O&M)welding shop and rebuild shop. Buildings 1 through 7 Plant No. 1 Provide instrumentation and electrical maintenance, mechanical and reliability maintenance,warehouse storage. Trailers Plant No. 1 and No.2 Provide offices and conference rooms in Plant No. 1 and Plant No.2 for the project management office divisions,engineering and construction,and electrical engineering.Construction contractors temporarily use several on-site trailers at both plants. Control Center Plant No. 1 Serves as the central location for plant operations.The control center also provides conference rooms and offices for O&M staff. Control Center Plant No.2 Serves as the central location for plant operations.The control center also provides conference rooms,laboratory,and offices for O&M staff. Laboratories Plant No. 1 and No.2 Allows for analysis of plant water quality samples for operational purposes and for regulatory compliance. pM1lCamlloNwumentyCllenVC MSDI10339A Dellwe Ie 2017 Master Plan0aW6XSD MP 2017-Supm.No,XSD.fto, 6-1 8 0 SUPPORT BUILDINGS AND NONOCSD FACILITIES TABLE 6-1 On-Site Support Buildings Building Location Description Effluent Sampler Plant No.2 Sampling of final effluent. Building Process Data Facility Plant No.2 Miscellaneous uses.Will be demolished by Project No. P2-98. (PDF Building) IT Buildings Plant No. 1 (PCI)and Information Technology(IT)offices.Will be demolished by Project No.P1-105. Maintenance Buildings Plant No.2 Maintenance. Old Control Center Plant No. 1 Currently used for IT, instrumentation,and controls storage. Will be demolished by either Project No.P1-105 or P7-126. 6.1.2 Off-Site Support Buildings Off-site support buildings are detailed in Table 6-2. TABLE 6-2 Off-Site Support Buildings Building Location Description Farm Facilities Kern County Tole Ranch No buildings are present. Facility 7311 Doig Drive Facility 7311 Doig Drive, Garden Work space for Collections O&M staff and equipment Grove storage. Property is leased to manufacturing tenant. 18475 Pacific Street 18475 Pacific Street, Vacant warehouse/retail/office.This location may be Fountain Valley used for the new Administration Building. 18484 Bandilier Circle 18484 Bandilier Circle, Vacant Warehouse/Storage.This location may be Fountain Valley used for the new Administration Building. 6.1.3 Planned Upgrades The Administration Building and Laboratory Building at Plant No.1 need to be replaced.Also, approximately 130 staff members are located in aging office trailers throughout Plant No.1. OCSD has decided that the most cost-effective solution is to replace the aging buildings and trailers with new buildings that serve administrative,engineering,and laboratory functions. Due to impacts from a Caltrans I-405 Widening Project that will install a new southbound on-ramp at Ellis Avenue,OCSD's main entrance will need to be relocated.Project No.P1-128 (Headquarters Complex,Site and Security,and Entrance Realignment Program)will evaluate the location of the new Headquarters Complex,which will house administrative,engineering, and laboratory staff,as well as associated site and utilities improvements,security improvements,entrance modifications,and relocation options for the waste hauler dump station and fueling stations.As part of this work,Trailers A,B,E,and F will be demolished, along with the associated utilities,and asphalt will be replaced in the south area.The existing structure will also be demolished,along with associated utilities.The site north area of Plant No.1 will also be demolished and will undergo improvements. 6-3 PliCmlia menWClimMOCSD11033MWDeliwmble12017 Maeler Plan0a,,V 6 OCSD FMP 2017 Suppft Na OCSD dwx 6.0 SUPPORTBUILDINGS AND NON OCSD FACILITIES 6.2 Non-OCSD Facilities This section describes non-OCSD facilities and infrastructure,including facilities and infrastructure located at Plant No. 1 and No.2,but not owned by OCSD. 6.2.1 Plant No. 1 Non-OCSD Facilitieslinfrastructure The following subsections describe non-OCSD facilities and infrastructure at Plant No.1 (Exhibits 6-1 through 6-9). 6.2.1.1 GWRS Facilities on OCSD Property The Groundwater Replenishment System(GWRS)was commissioned in Fall 2007. GWRS is located in Fountain Valley,California,and is jointly sponsored by the Orange County Water District(OCWD) and OCSD.GWRS is a potable reuse project designed to produce approximately 100 million gallons per day(mgd)of highly treated recycled water for groundwater recharge.This system treats clarified secondary effluent from Plant No. 1 using microfiltration(ME),reverse osmosis (RO),and advanced oxidation(UV light treatment with hydrogen peroxide). OCWD facilities and infrastructure inside the boundaries of OCSD Plant No. 1 are shown in Table 6-3. TABLE 63 GWRS Facilities and Infrastructure on OCSD Property at Plant No. 1 GWRS Facility/Infrastructure on OCSD Property Description Screening Facility Provides screening of treated secondary effluent. 96-inch Secondary Effluent Conveys flow from OCSD SEJB3 to the GWRS Screening Facility. 90-inch Secondary Effluent Conveys secondary effluent to the Screening Facility. Starts at south end of the OCWD Flowmeter Vault and goes to the GWRS Screening Facility. 96-inch Microfltration Feed Pipeline Conveys screened secondary effluent from the Screening Facility to the microfltration facilities on OCWD property. 42-inch Reverse Osmosis Bdne Pipeline Conveys RO brine water from OCWD to the primary effluent distribution box on OCSD property,where it is diverted to the ocean outfall. 42-inch Microfltretion Backwash Pipeline Conveys microfltretion backwash from OCWD property to the primary clarifiers on OCSD property. PM11ComlloDwumentyCllenV MSD110339A DellverzIW2017 Master Plan0aM6OGSD MP 2017-Supra,Non OCSI),&xx 63 8 0 SUPPORT BUILDINGS AND NON-OCSD FACILITIES TABLE 63 GWRS Facilities and Infrastructure on OCSD Property at Plant No. 1 GWRS Facility/Infrastructure on OCSD Property Description 54-inch Santa Ana River Discharge Pipeline Conveys microfltmtion-treated GWRS Flows from OCWD property across the OCSD property to the Santa Ana River for storm relief discharge.This Flow can also be diverted to the ocean outfall. 78-inch Finished Product Water Conveys GWRS product water from OCWD property, across OCSD property and to the GWRS finished product water pipeline(Santa Ana River)for conveyance to the Kraemer Recharge Basin in Anaheim. 48-inch Secondary Effluent Pipeline Conveys secondary effluent from the Green Acres Project(GAP)Pump Station on OCSD Property to the OCWD GAP Facility. 72-inch Secondary Effluent Conveys secondary effluent from the OCWD Trickling Filter Meter Vault to GWRS Screening Facility. 6-inch Plant Water Pipeline Conveys plant water to the GWRS Screening Facility. South GWRS Facilities Facilities at the south end of the OCWD Fountain Valley complex are located on land leased from OCSD.This includes the Electrical Substation, RO Building, Post Treatment Building,UV Facility, Decarbonation Facility, Lime Facility,and the Process Water Pump Station. Secondary Effluent Flow Equalization Facilities Used to equalize Plant No. 1 diurnal flows. Consist of two equalization tanks,pump station and valve,and flowmeter vaults. 6.2.1.2 Green Acres Project Pump Station The GAP is a water recycling effort that provides reclaimed water for landscape irrigation at parks,schools,and golf courses and for industrial uses,such as carpet dyeing.Since 1991,GAP has provided an alternate source of water to the cities of Costa Mesa,Fountain Valley, Huntington Beach,Newport Beach,and Santa Ana.GAP has the capacity to produce 7.5 mgd of reclaimed water from OCSD. OCWD owns the GAP Pump Station,which is located on OCSD property at Plant No. 1. 6.2.1.3 Southern California Edison Substation Southern California Edison(SCE) owns a 66-kV/12-kV substation located on OCSD property at Plant No. 1.The SCE substation provides power from SCE to Plant No.1 at 66-kV.The limits of the substation comprise a rectangular area approximately 200 feet by 75 feet,enclosed by an 8-foot fence.The southern part of the substation facing Garfield Avenue has a 10-foot-high block wall.The substation includes two 25-foot-high by 12-foot-wide open steel structures (switch racks)to support 66-kV switches and breakers.The substation is fed by two underground SCE 66-kV lines that extend to the substation from SCE property to the south. 64 p liC mlia menWClim MOC D11033MWDeliv mbles11017 Master PlanOapty 6 OCSD FMP 2017 Supp ft Na OCSD dwx 6.0 SUPPORTBUILDINGS AND NON OCSD FACILITIES 6.2.1.4 Compressed Natural Gas Station Clean Energy owns a compressed natural gas(CNG) station located at Plant No. 1 by the main entrance. Clean Energy owns the dispensing facility's aboveground equipment,and OCSD owns the underground utilities,including the digester gas pipeline,compressor equipment, and in-plant storage cylinders. The station is used to fuel OCSD fleet vehicles and is used by non-OCSD vehicles,such as taxis and shuttles.This station is planned for relocation because the main gate will also be relocated. 6.2.1.5 Other Utilities Other utilities include easements for city water,telephone,and electrical transmission lines, which are non-OCSD facilities located on OCSD property at Plant No.1. 6.2.2 Plant No. 2 Non-OCSD Facilities/Infrastructure The following sections describe non-OCSD facilities and infrastructure located at Plant No. 2. 6.2.2.1 Orange County Sheriff— Radio Tower Orange County owns an 800-MHz radio communication system and appurtenant structures, including an antenna tower located on OCSD property at Plant No.2.The original 20-year lease agreement from 1998 allowed for locating the radio communication system on a 1/4-acre site. This lease will be amended and extended for another 20 years.Under the lease's new terms, Orange County will need to reduce the radio communication system footprint to 3,600 ft2 by June 2019.This will allow OCWD to construct the GWRS Final Expansion Effluent Pump Station new the communication system site. 6.2.2.2 Southern California Edison Substation SCE owns a 66-kV/12-kV substation located on OCSD property at Plant No.2.The SCE substation provides power from SCE to Plant No.2 at 66-kV. The limits of the substation comprise a rectangular area approximately XX feet by XX feet,enclosed by an 8-foot fence.The substation includes two 25-foot high by 12-foot wide open steel structures (switch racks)to support 66-kV switches and breakers.The substation is fed by one underground SCE 66-kV line that extends from SCE property to the substation. 6.2.2.3 Future GWRS Facilities To produce 130 mgd of purified water for the GWRS Final Expansion project,OCWD will require up to 175 mgd of secondary effluent from OCSD. Currently,OCSD provides up to 135 mgd of secondary effluent to OCWD,all of it from Plant No.1.The balance of secondary effluent needed for the AWTF Final Expansion will come from Plant No.2. To make this possible,major construction projects on OCSD property will be necessary.OCWD facilities and infrastructure within the boundaries of OCSD Plant No.2 are identified in Table 6-4. PMIIComlloNwumenWCllenV MSD110339A Dellwe Ile 2017 Master Plan0aW6OGSD MP 2017-SupM.NDn OCSD,tl x 65 8 0 SUPPORT BUILDINGS AND NON-OCSD FACILITIES TABLE fid GWRS Facilities and Infrastructure on OCSD Pro)any at Plant No. 1 Future GWRS Facility/Infrastructure on OCSD Property Description 66-inch Influent Pipeline A new pipeline and flowmeter vault will be constructed to bypass the SARI and side-stream flows around the existing metering vault and screen influent channel to a location upstream of the existing bar screens. Secondary Effluent Flow Equalization Two equalization tanks,pump station,and valve and flowmeter facilities vaults equalize Plant No.2 diurnal flows. 66-inch Interplant Pipeline Gravity reinforced concrete pipeline(RCP)connects Plant No.2 to Plant No. 1. For the conveyance of secondary effluent from Plant 2 to the GWRS facility, 6.2.2.4 Other Utilities Other utilities include easements for city water,telephone,and electrical transmission lines, which are non-OCSD facilities located on OCSD property at Plant No.2. 6fi Pu'liCmlia menWClimMOCSD11033MWDeliwmble12017 Moxx Plan0a,,V 6 OCSD FMP 2017.S,Rxt Na OCSD tlar OCSD • I .. Y OCWD Trickling Filter Meter Z Vault 5 — Wm Electrical Building f - $ I I I I 95^ Secun E OCWD _ OCSD s GWRS Screening Facility SE1R3 I I I I I — I Ifi"Plan alef Z G Legend OCWD OCWD Facility Flow Meter OCWD Piping Vault — — — Abandoned Piping OCWD FACILITIES ON OCSD PROPERTY GWRS SCREENING FACILITY LL EXHIBIT 6-2 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN C y C J � W W W T AI C V Y O m VI d N c 6" Plant Water a - w 66"Secondary Effluent m A SE1B6 C E ZA a 4 y r o Js a o0 0 3 0� d N d O R OCWD Green d SE C Acres Project Pump Station* Legend OCWD Facility OCWD Piping *OCSD maintains all reclaimed water pipe within the Plant No. 1 boundary. OCWD FACILITIES ON OCSD PROPERTY GREEN ACRES PROJECT PUMP STATION EXHIBIT 6-3 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN ORANGE COUNTY SANITATION DISTRICT THAT PORTION OF PARCEL 2 IN THE CITY OF FOUNTAIN VALLEY, COUNTY OF ORANGE, STATE, OF CALIFORNIA, AS DESCRIBED IN THE FINAL ORDER OF CONDEMNATION TO ORANGE COUNTY SANITATION DISTRICT NO. I RF.CORDP.0 FEBRUARY 23, 1967 IN BOOK 8183. PAGE 28,OF OFFICIAL RECORDS, IN THE OFFICE OF THE COUNTY RECORDER OP SAID COUNTY AND THAT PORTION OF PARCEL 4 AS DESCRIBED IN THE FINAL JUDGMENT IN CONDEMNATION TO COUNTY SANITATION DISTRICT NO. 1 RECORDED FEBRUARY 7, 1961 IN BOOK.5622, PAGE 146. OF OFFICIAL RECORDS, IN THE OFFICE OF SAIDCOUNTY RECORDER, MORE PARTICULARLY DESCRIBED AS FOLLOWS? BEGINNING AT THE NORTHEAST CORNER OF SAID PARCEL 2 ALSO BEING THE NORTHWEST CORNER OF SAID PARCEL 4; THENCE SOUTH W34'21" EAST 50.01 FEET ALONG THE NORTH LINE OF SAID PARCEL 4; THENCE SOUTH 0006'W' WEST 432.04 FEET; THENCE WEST 67"1 FRET TO A POINT, SAID POINT BEING ON THE EAST LINE OF THE EASEMENT TO THE CITY OF FOUNTAIN VALLEY, 15.00 FEET IN WIDTH, RECORDED IN JULY 30, 1984 AS INSTRUMENT NO. 84-313034, OF OFFICIAL RECORDS, TN THE OFFICE OF SAID COUNTY RECORDER, SAID EAST LINE BEING PARALLEL WITH AND 40.00 FEET EAST OF THE CENTERLINE OF WARD STREET THENCE NORTH 0006'27" EAST 437.04 FEET ALONG THE EAST LINE OF SAIL BASEMENT TO A POINT, SAID POINT BEING ON THE NORTH LINE OF SAID PARCEL 2; THENCE SOUTH 89034'21" EAST 620.49 FEET ALONG THE NORTH LINE OF SAL' PARCEL 2 TO THE POINT OF BEGINNING. THE AREA OF THE ABOVE DESCRIBED PARCEL IS 6.69 ACRES,MORE OR LESS. ALL AS SHOWN ON EXHIBIT'B'ATTACHED HERETO AND MADE APART HEREOF. ID vN0 S A. B G9p j Eap.1231. 1 No.7052 V COP � C `f - ll- o2 LEASED PROPERTY DESCRIPTION LL EXHIBIT 6-4 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN EXHIBIT DI SIR A.¢apPf LEM aswPmt ORANGE CWM SA16TAT M 0RT91C1 PAR Z. I I POVIT Of BEG11iR1C CGrelsf!fiA i.04 NE CORNER. PCL T O.R. 6183/T6 J� � i O.R. "SCT r s95 Y I nn}}mt rmt4i•i ri}Ter. DISTRICT N%31'TI� n- r fd•• i � \� ,.. a a .\ yr a •\ � .i ✓: 15 ]� I \ •R' . :: . \. r :i; il. to d U I I \ \ \. . ;`\ S•. •\ - \ I. \ \ lb . � e.t '• to t c� to 40• I WEST a.l: ,:t. 6A31• :!•`. e: 16' I nr EAST LINE of 15' ONESW FO �yl VALLEY TO CITY D<-3130 N .Z- _ VALLEY PER OR 6a-J/,TIAI! Q• �O No y.G jEw 7 a ♦ t OF C4 AM . 6.69 ACRES wve I'.1m 9-11-02 C50AWIP.DMG SNEE- I Cf LEASED PROPERTY DESCRIPTION LL EXHIBIT 6-5 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN EXHIBIT D2 ORANGE COUNTY SANITATION DISTRICT THOSE PORTIONS OF PARCEL 1 AND PARCEL 2 IN THE CITY OF FOUNTAIN VALLEY, COUNTY OF ORANGE, STATE OF CALIFORNIA, AS DESCRIBED IN THE FINAL ORDER OF CONDEMNATION TO ORANGE COUNTY SANITATION DISTRICT NO. 1 RECORDED FEBRUARY 23, 1967 IN BOOK 8183, PAGE 28, OF OFFICIAL RECORDS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY TOGETHER WITH THOSE PORTIONS OF PARCEL 4 AND PARCEL 5 AS DESCRIBED IN THE FINAL JUDGEMENT IN CONDEMNATION TO COUNTY SANITATION DISTRICT NO. 1 RECORDED FEBRUARY 7, 1961 IN BOOK 5622, PAGE 146, OF OFFICIAL RECORDS, IN THE OFFICE OF SAID COUNTY RECORDER, MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID PARCEL 2 ALSO BEING THE NORTHWEST CORNER OF SAID PARCEL 4; THENCE SOUTH 89034'28" EAST 50.00 FEET ALONG THE NORTH LINE OF SAID PARCEL 4; THENCE SOUTH 0006'07" WEST 432.04 FEET; THENCE SOUTH 89059'53" WEST 5.10 FEET TO A POINT, SAID POINT BEING THE TRUE POINT OF BEGINNING; THENCE SOUTH 0029'00" WEST 541.62 FEET TO A POINT AT THE BEGINNING OF A TANGENT CURVE, CONCAVE NORTHWESTERLY, HAVING A RADIUS OF 50.00 FEET; THENCE SOUTHWESTERLY 78.23 FEET ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 89039'00"; THENCE NORTH 89052'00" WEST 73.50 FEET; THENCE NORTH 0014'00" WEST 85.50 FEET; THENCE SOUTH 89043'00" WEST 179.20 FEET;THENCE NORTH 61045'00" WEST 31.50 FEET; THENCE NORTH 491.47 FEET; THENCE NORTH 89059'53" EAST 335.48 FEET TO THE TRUE POINT OF BEGINNING. THE AREA OF THE ABOVE DESCRIBED PARCEL IS 4.10 ACRES, MORE OR LESS. ALL AS SHOWN ON EXHIBIT D2 ATTACHED HERETO AND MADE A PART HEREOF. �pND s ��9 Q•1\U ABVs`F< � o yo EV.12131ne " * NIL 7052 y��P� PAP �� - - �h LEASED PROPERTY DESCRIPTION LL EXHIBIT 6-6 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN EXHIBIT D2 SKETCH TO ACCOMPANY LEGAL DESCRIPTION ORANGE COUNTY SANITATION DISTRICT � I � RARCE61 I l o l FINAL ORDER OR CONDEN4NATVON ' 4 40 I O.R.7SC21495 POINT OF BEGINNING NE ORANGE COUNTY PCL 2 — - ®W� �E COUNTYN9Ytl WATER®NSYWIOY O.R. 8183/2- - - - - 589'34'28"E N89'34'28-W 620.49' 50,00' - - - - N89'59'53'E � 670.51' � N89'S9'S3'E 335.48' ,59,5 I I i j j v RUE POINT OF � I u BEGINNING I W I I H P Q 6 N y1 I Y ICI i 1 ao' , 40' og A g I N65'001Y 31. 31.50' S8179.200' 179. ' 6O SAND SUS NP14'OD"VW 4=8739'00' `4dop�\0 A.B ao 85.50' RR=78.23' '1 N89'52'00'W * Erp.1ZI311 6 i 73.50' No.7052 J P SCALE: I' = 100' ® AREA = 4.103 ACRES 11-03-16 AWTF2.DWG SHEET 1 OF 1 LEASED PROPERTY DESCRIPTION EXHIBIT 6-7 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN •_•` E »j Plant 2 Flow Equalization Tank Project tfj OCSD Plant No. 2 � x LEASED PROPERTY DESCRIPTION LL EXHIBIT 6-6 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN OCWD GWRS Facility Exist OCSD 66-inch Interplant Pipe % Alignment _ Q OCSD Plant 2 m 0 0 AN EASEMENT AND RIGHT-OF-WAY 66" INTERPLANT PIPE LL EXHIBIT 6-9 ORANGE COUNTY SANITATION DISTRICT 2017 MASTER PLAN Draft Report Orange County Sanitation District Facilities Master Plan 2017 Chapter 7 Planning Assumptions .4 November 2017 pv\\QmbUbcwrems\C1emMNOLSd10339bbRticembles201]H4nmrPYn\Ompzr]IXSDFTY 201]-Ph�miig ekswpowu.da. 7APIPMm MSW WM Contents Chapter 7 Section Page 7.0 Planning Assumptions..............................................................................................................7-1 7.1 Overview......................................................................................................................................7-1 7.1 Wastewater Flow.........................................................................................................................7-1 7.1.1 Service Area Population..................................................................................................7-2 7.1.2 Historical Influent Flow..................................................................................................7-2 7.1.3 Projected Flow..................................................................................................................74 7.1.3.1 Unit Flow Coefficients.....................................................................................7-4 7.1.3.2 Average Daily Flow Projection......................................................................7-4 7.1.3.3 Peak and Minimum Flow Projections...........................................................7-7 7.1.3.4 Projected Peak Dry Weather Flow.................................................................7-7 7.1.4 Projected Peak Winter Dry Weather Flow....................................................................7-8 7.1.4.1 Projected Minimum Hour Flows...................................................................7-9 7.1.4.2 Projected Peak Wet Weather Flows...............................................................7-9 7.1.4.3 Projected 2035 Daily Peak Flow Curves.....................................................7-10 7.2 Wastewater Characteristics.....................................................................................................7-12 7.2.1 Influent Wastewater Characteristics...........................................................................7-12 7.2.2 Solids Loading-Actual and Projected.......................................................................7-13 7.2.3 Ocean Effluent Discharge Characteristics..................................................................7-14 7.3 Major Interagency Agreements...............................................................................................7-15 7.3.1 Santa Ana Watershed Protection Authority (SAWPA)............................................7-15 7.3.2 Irvine Ranch Water District(IRWD)...........................................................................7-16 7.3.3 Orange County Water District.....................................................................................7-17 7.4 Regulatory Requirements........................................................................................................7-18 7.4.1 NPDES Ocean Discharge Pernrit.................................................................................7-18 7.4.2 Sanitary Sewer Overflow Regulations........................................................................7-21 7.4.3 Air Quality Regulatory Requirements........................................................................7-21 7.4.3.1 Criteria Pollutants..........................................................................................7-21 7.4.3.2 Hazardous Air Pollutants.............................................................................7-22 7.4.3.3 Climate Change and Greenhouse Gases Emissions Reduction...............7-23 7.4.3.4 Title V Federal Operating Permit Program................................................7-24 7.4.3.5 Emissions and Nuisance Control Requirements.......................................7-24 7.4.3.6 Odor Control..................................................................................................7-24 7.4.4 Biosolids Regulatory Requirements............................................................................7-25 7.4.5 Other Regulatory Requirements..................................................................................7-26 "SwrPhn\O Wr 7 MDR&W17-Pkrmiig Aswpou I 70pIA*M' I SURIYNS 7.4.5.1 Stormwater Requirements............................................................................7-26 7.4.5.2 Life Safety Requirements..............................................................................7-26 7.4.5.3 Noise Ordinances...........................................................................................7-27 7.4.5.4 Fuel Tank Monitoring...................................................................................7-27 7.5 Reliability Criteria.....................................................................................................................7-27 7.5.1 General Reliability Criteria...........................................................................................7-28 7.5.2 Reliability Criteria for Process Equipment.................................................................7-28 7.6 OCSD Strategic Goals...............................................................................................................7-29 7.6.1 Providing Exceptional Customer Service...................................................................7-30 7.6.2 Protecting Public Health and the Environment.........................................................7-30 7.6.3 Managing and Protecting the Public Funds...............................................................7-31 7.6.4 Stakeholder Understanding and Support...................................................................7-32 7.6.5 Organizational Effectiveness........................................................................................7-32 7.7 Emerging Issues and Studies...................................................................................................7-33 7.7.1 Emerging Regulation.....................................................................................................7-33 7.7.2 Emerging Water Quality Issues...................................................................................7-36 7.7.2.1 Brine Constituents in Ocean Discharge at Low Flow Conditions...........7-36 7.7.2.2 Compounds of Emerging Concern (CEC)..................................................7-36 7.7.2.3 Future Toxicity Issues...................................................................................7-38 7.7.2.4 Increases in Solids and BOD Loadings to OCSD......................................7-39 7.7.2.5 Siclestre&m Management..............................................................................7-39 7.7.2.6 Urban Runoff Management..........................................................................7-39 7.7.2.7 Nanornaterials in the Environment.............................................................7-41 7.7.2.8 Low Effluent Discharge Flow to Ocean......................................................7-41 7.7.2.9 State Water Resources Control Board Outlook.........................................7-41 7.7.3 Ongoing Flow Projection Issues...................................................................................7-42 7.7.3.1 Expanded GWRS Planning...........................................................................7-42 7.7.3.2 Upper Basin Flow Management(SAWPA Coordinated Planning) -SARI Water Quality for Reclamation....................................................................................7-44 7.7.3.3 Stormwater Flow Management...................................................................7-46 7.7.3.4 Inflow and Infiltration...................................................................................7-46 7.7.3.5 Sea Level Rise and Global Climate Change...............................................7-47 7.7.3.6 Climate Change/Environmental Footprint Initiative...............................7-48 7.7.4 Ongoing Biosohds Issues..............................................................................................7-49 7.7.4.1 Reactivation and Regrowth in Biosolids.....................................................7-49 7.7.5 Ongoing Air Quality Issues..........................................................................................7-50 7.7.5.1 NOX,VOCs and CO Management..............................................................7-50 7.7.5.2 Sulfide and Odor Control.............................................................................7-50 10391ONRhreaW 017 M1i Pba\ al r7 MDM 2017-Phnnhg M5wqd d x J.OPIPMm MSUWWM Tables Table 7-1 Service Area Population Projections.............................................................................7-2 Table 7-2 Unit Flow Coefficients(gpcd).........................................................................................7-4 Table 73 Average Daily Influent Flow Projections......................................................................7-5 Table 74 Average Daily Influent Flow and Discharge Projections Under Dry Weather Conditions.........................................................................................................................7-6 Table 7-5 Projected Peak Dry Weather Flow.................................................................................7-8 Table 7-6 Projected Peak Winter Dry Weather Flow Projected Minimum Hour Flows.........7-8 Table 7-7 Projected Minimum Hour Flows...................................................................................7-9 Table 7-8 Projected Peak Wet Weather Flow...............................................................................7-10 Table 7-9 Influent Wastewater Characteristics at Plant Nos. 1 and 2(Annual Average)for Fiscal Yew 2009-10 through 2014-15............................................................................7-12 Table 7-10 Effluent Ocean Discharge Characteristics(Annual Average)for Fiscal Year 2011-12 through2015-16..............................................................................................................7-14 Table 7-11 Revenue Area 14 Flows.................................................................................................7-17 Table 7-12 Orange County Water District Waste Reject Streams...............................................7-18 Table 7-13 Summary of NPDES Permit Discharge Requirements.............................................7-19 Table 7-14 Summary of NPDES Permit Reporting Requirements.............................................7-20 Table 7-15 Emission Source Category and Number of Permits..................................................7-22 Table 7-16 Biosolids Class Requirements.......................................................................................7-26 Table 7-17 Reliability Criteria for Process Equipment.................................................................7-28 Table 7-18 Odor Control Exceptional Customer Service Levels of Service...............................7-30 Table 7-19 Public Health and the Environment Levels of Service.............................................7-31 Table 7-20 Public Funds Management and Protection Levels of Service..................................7-32 Table 7-21 Future Water Recycling Options Levels of Service...................................................7-32 Table 7-22 Workplace Planning and Development Levels of Service.......................................7-33 Table 7-23 Forecast of Future Regulation Trends.........................................................................7-35 Table 7-24 Dry Weather Diversion ADWF (mgd)........................................................................7-40 Table 7-25 Current Constituent Limits for Discharge to SARI...................................................7-44 Table 7-26 SARI Quality at the OCSD Meter Facility'.................................................................7-45 Table 7-27 Estimated Average Blended SARI Quality Assuming Elimination of Domestic Discharges.......................................................................................................................7-45 Figures Figure 7-1 Service Area Population Projections.............................................................................73 Figure 7-2 Historical Influent Flows.................................................................................................7-3 Figure 7-3 Historical and Projected Influent Flows........................................................................7-6 Figure 7-4 Projected 2035 Daily Peak Flow Curves with GWRS................................................7-11 Figure 7-5 Projected 2035 Daily Peak Flow Curves without GWRS..........................................7-11 Figure 7-6 Actual and Projected Solids Generation.....................................................................7-13 pv\\QmbUbcwrems\C1emMNOLSD'10339bbRMenbles2011"SwrPYn\Ompzr 7 MDR&W17-Phrmiig Mswpou 0 ]OPIA*M' I SV.PIYNS 7.0 Planning Assumptions 7.1 Overview Recommendations for this Facilities Master Plan(FMP)were developed by comparing future demands on the facilities to current system capabilities.This section explains the basic planning assumptions future demands are based on,applying primarily to the treatment plant facilities.Some parts,however,may also apply to the collections facilities. Historical influent flows,population projections,and estimated future per capita usage are used to project the future average daily flow rate.Peak and minimum flow rates and daily flow rate curves are estimated from applying peaking factors to the average daily flow. Future solids loadings are projected from historical solids loadings,population projections, and future treatment changes. Through interagency agreements,the Orange County Sanitation District(OCSD)receives influent from the Santa Ana River Watershed Agency(SAWPA), the Irvine Ranch Water District(IRWD),and the Sanitation District of Los Angeles County.Influent from these agencies can affect both the quantity and quality of future influent flows. Through agreement with the Orange County Water District (OCWD),OCSD provides treated wastewater to the Groundwater Replenishment System(GWRS) and Green Acres Project(GAP) facilities for reclamation.This agreement places requirements on the quantity and quality of treated effluent provided to OCWD. Various regulatory requirements affect capital improvement project(CIP)planning.The primary requirements apply to the discharge of treated wastewater,the release of air emissions and odors,and biosolids management.The OCSD Board of Directors also defines goals and policies that often exceed these regulatory requirements. Lastly,emerging issues and concerns could affect the planning of future CIP facilities.The level of information available on these issues may not be sufficient to provide clear CIP recommendations. However,the potential impacts of these issues and concerns must still be considered. 7.1 Wastewater Flow The flow projections presented in this section apply to the treatment plants only.These projections were developed by applying per capita unit flow coefficients to service area population projections,which were developed by OCSD in the Planning Basis for Flow and Solids Loading 2016 paper included in Appendix XX and summarized in this section. The Collection Capacity Evaluation Study(PS15-08),currently in progress,will address flow p..\\QmAdAcwrem\Ckm/CN 1)103391ONRhre Wb 017I.i Pba\ ap r7MDM 2017-Phnnhg 5wg6an 7-1 70PIA*M' IGASSV.PIYNS projection estimates for the collection system using hydraulic modeling methods that align with industry standards. 7.1.1 Service Area Population The 2015 OCSD service area population was approximately 2.56 million(Center for Demographic Research[CDR],2016). Approximately 2.26 million people reside in areas directly tributary to OCSD Plant No. 1 and No.2.The remaining 300,000 people reside in the Revenue Area 14(RA14) area tributary to the IRWD Michelson Water Reclamation Plant(MWRP).Table 7-1 lists projected populations for the OCSD service area between the years 2015 and 2040 (CDR 2016).Projections from the OCSD 2009 Facilities Master Plan are shown for comparison. TABLE 7-1 Service Area Population Pro' corns Tributary Area 2015 2020 2025 2030 2035 2040 Plant No. 1 1,207,652 1,247,180 1,278,068 1,296,000 1,311,566 1,334,485 Plant No.2 1,049,673 1,067,188 1,076,261 1,086,358 1,094,938 1,099,867 OCSD Plant Subtotal 2,257,325 2,314,368 2,354,329 2,382,358 2,406,504 2,434,352 RA 14(IRWD MWRP) 307,939 343,438 362,690 370,169 373,091 373,671 Service Area Total 2,565,264 2,657,806 2,717,019 2,762,527 2,779,595 2,808,023 2009 FMP 2,795,175 2,827,529 2,839,689 N/A N/A N/A Notes: The 2015 m 2040 population data in fine}ear interval are from CDR pmjectim requested by Planning in 2016.PI and P2 tnbutary area population changes m 2015 was because of SARI area was counmd as Pl tributary area m21 CDRdaha. As the table shows,the population increased by approximately 6.3 percent in the OCSD service area (including the MWRP tributary area) between 2005 and 2015. During the 20-year period between 2015 and 2035,the population within the OCSD service area is projected to increase another 8.3 percent.The population directly tributary to Plant No. 1 and No.2 is expected to increase by 6.6 percent over the same period,whereas the population tributary to the MWRP is expected to increase by 21.5 percent.Service area population projections are shown in Figure 7-1. 7.1.2 FHstorical Influent Flow Average daily influent flows to OCSD Plant No. 1 and No.2 from 2000 to 2015 are shown in Figure 7-2.Plant influent includes MWRP tributary area and SAWPA discharges,as well as dry weather urban runoff diversions.From 2000 to 2015,total influent flow ranged from 240 to 190 million gallons per day(mgd). Influent flows received from tributary areas in Los Angeles County are assumed to be offset by Orange County flows tributary to Los Angeles County. 7-2 pn.\\QmAo\Acwrem\Chm/CAgLSD'103391O 1R bka017M1 w P�r7 MDM 2017-Phnnhg MswMd hcx 70PIA*M' I SV.PIYNS Service Area Population Projections 3,000,000 2,500,000 '- C 2,000,000 O 7 1,500,000 a 0 IL 1,000,000 500,000 — 1995 2600 2005 2610 2615 2620 2625 2030 2035 2040 Plant No,t —Plant No —x ocsD want Soa l MWRP(IRWD SA 14) ---a---Senate Wee T.1 Sources: CDR 2016;OCSD Planning Basis for Flow and Solids Loading 2016. F1GURE7-1 Servie tv a Pol Pro' cbm OCSD Plant Influent Flows 300 280 260 7 £ 240 3 220 O LL 200 180 160 1998 2000 2002 2004 2006 2008 2010 2012 2014 2016 Year Sources: OCSD Planning Basis for Flow and Solids Loading 2016 FIGURE 7-2 Hstor l l kAent Fbw ,A,CamAOWcwrenoUeat OCSD'103391ONR bka2(017I.i Plaa) alnn r 7 MDM 2017-Planning A 5tmgdaa 7-3 70PIA*M' IGASSV.PIYNS 7.1.3 Projected now 7.1.3.1 Unit Flow Coefficients The unit flow coefficient characterizes the average per capita usage in the service area. From 2000 to 2015,the calculated influent per capita flow decreased from 105 gpcd to 75 gpcd. Although the population in OCSD's service area has been increasing,water conservation has reduced the wastewater generated.The monthly Water Conservation Reports published by California State Water Resources Control Board confirmed that water usage per person statewide has been decreasing. In the Orange County area,water usage ranges from 40 to 100 gallons per day per person for different water suppliers.Most areas of Orange County use 70 to 80 gallons per day per person.Two possible unit flow coefficient projections were developed.The first is based on the current trend(continued decline in wastewater generation),and the second is a conservative approach(stabilization in wastewater generation).The approaches are labeled as lower bound and upper bound criteria,respectively,and are described below. • Lower Bound Criteria:This is based on the criteria presented in OCSD's white paper (OCSD Solids Loading Projections White Paper by OCSD Engineering Planning, 2016).According to this white paper,a 1 percent decrease per year from 75 gpcd was assumed,up to a minimum per capita flow of 60 gpcd,since the calculated per- capita flow decreased from 105 gpcd in year 2000 to 75 gpcd in year 2015.This criterion was used to develop the lower bound average flows. • Upper Bound Criteria:To be conservative for the upper bound,we assumed that the future flow per capita would stabilize at the current 75 gpcd.This criterion was used to develop projected peak flows. 7.1.3.2 Average Daily Flow Projection 7.1.3.2.1 Influent Average daily influent flow projections between 2015 and 2035 were based on projected populations and other factors,including base groundwater infiltration.Two possible projected inflows were developed and designated upper and lower bound.The upper bound projection is more conservative and is based on a constant unit flow coefficient. The lower bound projection is based on a decreasing unit flow coefficient.The unit coefficients for the upper and lower bound are presented in Table 7-2. TABLE 7-2 Unk FbwCoedcients d Year 1 2005 1 2010 1 2015 2020 2025 TO 2035 Unit Flow Coefficients(Calculated) 100.0 84.6 75.0 N/A N/A N/A N/A Upper Bound Unit Flow Coefficients N/A N/A N/A 75.0 75.0 75.0 75.0 Lower Bound Unit Flow Coefficients N/A N/A N/A 71.4 67.9 64.6 61.5 Source: OCSD Planning Basis for Flow and Solids Loading 2016 74 pn.\\QmAo\Acwrem\Chm/CAgLSD'103391O 1R bkO2017M1 w P�r7 MDB&2017-Phnnhg Msw,d hx 70P�GASSIr.PIr3PS For planning purposes,SAWPA flows are assumed to increase from 10.8 mgd in 2015 to 30 mgd in 2035.Flows through the Main Street flume,which include flow from the MWRP, are assumed to be 5.5 mgd in 2015,with an anticipated increase to 10.0 mgd by 2035. Despite population increases,flows to OCSD from the MWRP tributary area are expected to decrease due to expanded reclamation at MWRP.Over the same time period,urban runoff diversions are assumed to increase from 1.5 mgd in 2015 to 10.0 mgd in 2035.From 2015 to 2035,flows tributary to Plant No.1 and No.2 are projected to increase by as much as 17.7 percent. Assuming increased flows from OCSD Plant No.1 and No.2 tributary areas,urban runoff, and SAWPA,and reduced flows from the MWRP tributary area,total flows are projected to increase by approximately 5 percent and 23 percent for lower and upper bound, respectively(see Table 7-3). TABLE 7-3 Awrage Wy Influent FbwPro' chops Actual Flow Projected Flow2 Source (mgd)' (mgd) 2010 2015 2020 2025 2030 2035 OCSD Plant Tributary Areas Up 188 170 174 177 179 181 Loperwer 164 158 153 147 SAWPA 11.7 10.8 14.5 18.9 22.8 30.0 RA 14 Flow 5.6 5.5 5.6 6.8 8.2 10.0 Urban Runoff 1.8 1.5 2.6 4.1 6.4 10.0 Total Upper 207 186 196 206 216 230 Lower 1 66 188 190 197 Notes: 1 OCSD, Operational Data 20015-16(OCSD,2016). e Based on Orange County population projections(CDR,2016)and unit flow coefficients in Table 7-2.See Planning Basis for Flow and Solids Loading 2016 for details. Historical and projected average daily influent flows are shown in Figure 7-3. pn.\\QmAdA m\Clem/CNOCSD'103391ONR bka2017ti Pba\ ap a7MDM2017-Phnnhg 5wg6an 7-5 70PIA*M' IGASSV.PIYNS Historic and Projected Influent Flows 260 240 220 so 200 �Nr 180 LL 160 140 Actuals Projected 120 1995 2000 2005 2010 2015 2020 2025 2030 2035 2040 Year Recorded Flow )E Lower Bound ...0...Upper Bound Sources:OCSD Planning Basis for Flow and Solids Loading 2016 FIGURE 7-3 Harorical and Projected hrPorent Flour 7.1.3.2.2 Influent and Ocean Discharge Flow Projections Table 7-4 presents average daily influent flow projections under dry weather conditions. These values include the projected increases in influent flow,as detailed above,and GWRS requirements.For planning purposes,an average of approximately 125 mgd of secondary effluent from Plant No. 1 is assumed to be conveyed to OCWD for 2015 and beyond. However,if operating,the Steve Anderson Lift Station(SALS)could deliver additional water,as available,from Plant No.2 to meet higher OCWD demands. TABLE 74 AwrageDailyinfluentFlawandIDEcha aPro coons Under Dry Weather Condbicas Actual Flows(mgd)' Projected Flows(mgd)3 Source 2010 2015 2020 2025 2030 2035 Total OCSD Influent 208 188 186-196 188-206 190-216 197-230 Estimated Flow from Service 188 170 164-174 158-177 153-179 147-180 Area Population RA14 Raw Sewage and 6 5 6 7 8 10 Sludge Flows SAWPA Flow 12 11 14 19 23 30 Urban Runoff Flow 2 2 3 4 6 10 74 pn.\\QmAdncwrem\Chm/CAgLSD'103391O 1R bkO2017M1 w P�r7 MDM 2017-Phnnhg Mswn,d hx 70PIA*M' IGASSV.PIYNS TA13 E74 Awrage Daily Influent Fbwand Disc ha e Projechons Under lky Weather Condtia Actual Flows(mgd)' Projected Flows(mgd)3 Source 2010 2015 2020 2025 2030 2035 OCWD MF Backwash Flow 9t1920 13 18 18 18 Plant 1 Influent 98 125 125 125 125 Plant 2Influent 10961 -71 63-81 65-91 72-105 Seconds Effluent to OCWD 82135, 1752 1752 1752 OCWD Brine Flow 11 18 23 23 23 Ocean Discharge 15183-93 55-73 57-83 64-97 Notes: r The 135 mgd is to meet the flow requirement for GWRS initial expansion completed in 2016. 3 The 175 mgd is to meet the flow requirement for GWRS final expansion to be completed in 2023.Part of the OCWD influent will be from Plant 2 secondary effluent. 3 Flow ranges reflect the lower and upper bound flows projection. 7.1.3.2.3 Utimate Flow Proiectons Wastewater flows in the OCSD service area will likely continue to increase after 2035; however,regional population and employment projections were not considered beyond 2035.Ultimate flow projections based on land use classifications and flow coefficients for each use(mgd/acre)will be considered for a long-term planning analysis. The 1999 Strategic Plan included an ultimate total flow estimate for OCSD treatment facilities of 495.4 mgd(OCSD,1999).In 2006,"buildout"flows were estimated as part of the Strategic Plan Update for the collection system gob No.J-101). Buildout flows were based on land use and per-acre unit factors. CDR provided land use data with consolidated general plan information from cities in Orange County.This information was further consolidated to 10 categories corresponding to the 1999 Strategic Plan land use categories.Mixed land uses in CDR's original data were generally designated commercial. Using the 1999 Strategic Plan flow coefficients,a projected total buildout flow of 455 mgd was determined(OCSD,2006a). 7.1.3.3 Peak and Mnimum Flow Projections This section includes peak flow projections for dry weather conditions,winter dry weather conditions,minimum hour flows,and wet weather conditions.Peaking factors were defined for each projection scenario and are included below. Peaking factors for wet weather and minimum flows were developed in the Technical Memorandum 3 Peak Flow Study included in Appendix XX. 7.1.3.4 Projected Peak Dry Weather Flow To evaluate the hydraulic and process capacities of Plant No. 1 and No.2 through 2035,a daily peaking factor of 1.18 was assumed.Average dry weather diurnal flow data was obtained from the dry period(June through August)between 2016 and 2017. Averages were pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhe Wb 017ti Pba\ ap r7MDM 2017-Phnnhg 5w,,6an 7-7 70P�ASSId.PIr36S taken from the data comprising the first week(seven days) of each of the three months spanning June to August.Table 7-5 shows projected peak flows during dry weather conditions. TABLE 7-5 Pro' cued Peak Dry Weather Flow Projected Flows(mgd) Source 2020 2025 2030 2035 Total OCSD Influent 220-232 222-244 225-255 233-272 Estimated Flow from Service Area Population 194-206 187-209 181 -212 174-213 RA14 Raw Sewage Flows 7 8 9 12 SAWPA Flow 14 19 23 30 Urban Runoff Flow 3 4 6 10 OCWD ME Backwash Flow 13 18 18 18 Plant 1 Influent -125 125 125 125 Plant 2lnfluent 72-84 75-96 77-108 85-124 Secondary Effluent to OCWD 135 175 175 175 OCWD Brine Flow 18 23 23 23 Ocean Discharge 115-126 1 85-107 1 86-117 1 92-131 Notes: Population based flow dry weather peak of 1.18 times the average daily flow including RA14 flows. 7.1.4 Projected Peak Winter Dry Weather Flow Winter dry weather conditions were considered using a daily peaking factor of 1.24 for projected 2035 wet month flows.This was based on two multipliers: (1) a factor of 1.05 to adjust annual average peak flow to winter dry weather peak flow calculated from average and peak month influent flow from FY 2009-10 to FY 2015-16,and (2)a daily peaking factor of 1.18.Table 7-6 shows projected peak flows during winter dry weather conditions. TABLE 7-6 Projected PeakWmter Dry Weather FbwPro' cted flour Fbws Projected Flows(mgd) Source 2020 2025 2030 2035 Total OCSD Influent 228-241 228-251 229-261 235-276 Estimated Flow from Service Area Populaton 203-216 196-219 190-222 182-223 IRWD Raw Sewage Flows 7 8 9 12 SAWPA Flow 14 19 23 30 Urban Runoff Flow 3 4 6 10 OCWD ME Backwash Flow 13 18 18 18 Plant 1 Influent 125 125 125 125 Plant 2lnfluent 103-115 130-126 104-136 110-151 Secondary Effluent to OCWD 135 175 175 175 OCWD Brine Flow 18 23 23 23 Ocean Discharge 125-137 1 95-118 1 96-128 102-143 Notes: r Population-based flow. Peak Winter dry weather peak of 1.24 times the average daily flow, including IRWD flows. to pv.\\QmAo\Acwrem\Chm/CAgLSD'103391ONRheabka�201)M1harer PW�\Qarar)IXSDFTP 201)-P§mimSRsaogdnehcx ]OPIA*M' I SV.PIYNS 7.1.4.1 Projected Ivinimtun Hour Flows Minimum hour flow projections were made using a daily peaking factor of 0.58.This daily peaking factor was based on the dry period gone through August) from 2016 and 2017. Averages were taken from the data that comprised the first week (seven days) of each of the three months spanning June to August. The peaking factor was applied to projections based on data displayed in Table 74. Table 7-7 shows projected minimum hour flows. TABLE 7-7 Pro Med Mrlurnrtn FklurFbws Projected Flows(mgd) Source 2020 2025 2030 2035 Total OCSD Influent 116-121 119- 130 122-137 131-150 Estimated Flow from Service Area Population 96-101 92-103 89-104 86-105 RA14 Raw Sewage Flows 3 4 5 6 SAWPA Flow 14 19 23 30 Urban Runoff Flow 3 4 6 10 OCWD MF Backwash Flow 13 18 18 18 Plant 1 Influent 70 70 70 80 Plant 2Influent 46-51 49-60 52-67 51-61 Secondary Effluent to OCWW 125 175 175 175 OCWD Brine Flow 18 23 23 23 Ocean Discharge 68-73 1 54-65 1 57-72 5F66 Notes: Population based flow. Minimum Hour Flow peak of 0.58 times the average daily flow,including RA14 flows. Constant flow to OCWD are based on the adequate secondary flow equalization volume. 7.1.4.2 Projected Peak Wet Weather Flows To plan for wet weather flow through 2035, Carollo Engineers,Inc. developed a memorandum(Appendix 2A:TM 3:OCSD peak flow memo,2016) describing the methodology used to generate OCSD's projected peak flows. The most significant wet weather event with hourly flow data in the past 20 years occurred on January 22,2017.This storm event was similar(1 percent difference)to the one on the January 4,1995,which produced the maximum influent flow recorded at OCSD. The January 22nd storm was evaluated and used to determine the maximum projected peak wet weather flow.This storm event produced a maximum influent flow of 545 mgd.The peak flow memorandum determined that the January 22nd storm event produced an Inflow and Infiltration(I/I)of 315 mgd. Peaking factor projections were determined using I/I data.Peaking factors ranged from 2.81-2.54 for the years 2017-2035. Table 7-8 shows projected peak wet weather flows. p..\\QmAd xc m\CkwTNOLSD'10239AONRhe Wb 017 hi Pba\ ap r7MDM 2017-Phnnhg namgdnn.d 74 70PIA*M' IGASSV.PIYNS TABIEM Projected PeakRkt Weather Flow Projected Flows(mgd) Source 2020 2025 2030 2035 Total OCSD Influent 513-523 515-534 519-545 528-561 Estimated Flow from Service Area Population 479-489 473-092 468394 462395 IRWD Raw Sewage 17 19 22 26 SAWPA Flow 14 19 23 30 Urban Runoff Flow 3 4 6 10 OCWD IMF Backwash Flow 13 18 18 18 Plant 1 Influent 260 260 260 270 Plant 2Influent 253-263 255-274 259-285 258-291 Secondary Effluent to OCWD 135 175 175 175 OCWD Brine Flow 18 23 23 23 Ocean Discharge 412-422 1 383-402 1 387-413 1 386-419 Notes: Projected Peak Wet Weather Flow based on Inflow and Infiltration of 315 mgd. 7.1.4.3 Projected 2035 Daily Peak Flow Curves Daily peak flow curves were projected for the year 2035.Data from the dry period Gone through August)between 2016 and 2017,as well as the peaking factors and population assumptions described above,were applied to construct these peak flow projection curves for the year 2035.These daily peak flow curves we presented in Figures 7-4 and 7-5. Figure 74 assumes that the GWRS is in operation at 130 mgd.Figure 7-5 assumes that the GWRS is not in operation.Note that Figures 7-4 and 7-5 both assume that IRWD has shut down the MWRP,and that OCSD is receiving 32 mgd of flow from the service area,the maximum amount allowed under the contract. 7-10 p ..\\QmAdncwrem\Cl'em/CNIXSD'10339AONIktireabkO20171.is Plaa\ arar7 MDFW 2017-Pbr mg An wWn d x ]OPIA*M' I SV.PIYNS Projected 2035 Peak Flow Curves with GWRS 800 700 a 600 E LL too y 300 L 200 W 100 0 0 5 10 15 20 Time (hours) � Average Daily Flow Total Effluent �Peak Dry Weather Conditions — Peak Winter Dry Weather Conditions — Peak Wet Weather Conditions — — —120Inch Outfall Capacity —Combined 1201nch Plus 78 Inch Outfall Capacity Assumes GWRS is operating at 130 mgd. FIGURE 74 Projected 2035 DaRy Peak Flow Curves with GWRS Projected 2035 Peak Flow Curves without GWRS 800 700 0 600 E LL 400 m 300 � 200 W 100 0 0 5 10 15 20 Time(hours) Average Daily Flow Total Effluent t Peak Dry Weather Conditions ,Peak Winter Dry Weather Conditions —x—Peak Wet Weather Conditions — — —120Inch Outfall Capacity Combined 1201nch Plus 781nch Outell Capacity FIGIIRE7-5 Pro' cfed 2035 Daily Peak Flow Curves without GWRS pv.\\QmAo\Acwrem\Cl'era/CNOCSD'103391ONRhenbka201)I.i Pbra apvr7MDM 2017-P§mim5Av5wgdan.du 7-11 70PIA*M' IGASSV.PIYNS 7.2 Wastewater Characteristics This section summarizes the chemical characteristics of wastewater influent and effluent ocean discharge for OCSD's Reclamation Plant No. 1 (Plant No.1)and Treatment Plant No.2 (Plant No.2).The water quality data are taken from OCSD O&M records of yearly averages.This section also discusses the water quality regulatory requirements for effluent discharges. 7.2.1 Influent Wastewater Characteristics The annual average biochemical oxygen demand (BOD)in combined influent was 324 milligrams per liter(mg/L) in fiscal year(FY)2015-16.The annual influent average of total suspended solids(TSS) was 353 mg/L in Plant No.1 and 370 mg/L in Plant No.2. A summary of influent characteristics between FY 2011-12 and 2015-16 is included in Table 7-9. TABLE 7-9 Influent wasteaaterQtaracterstics at Plant Nbs. I and Pnnual Aver a filr Fiscal Year 2009-10 201415 Constituent Units 11-12 12-13 13-14 14-15 1516 Avg. Plant No. 1-Influent SOD mg/L 310 320 310 300 320 312 TSS mg/L 339 343 356 357 353 350 VSS mg/L 291 297 308 307 304 301 Ammonia-N mg/L 32 32 33 35 36.3 34 Grease/Oil mg/L 64 64 56 52 49.3 57 pH - 7.5 7.7 7.7 7.6 7.8 8 Plant No.2 influent BOD mg/L 220 230 230 260 330 254 TSS mg/L 309 317 343 410 587 393 TSS' mg/L 286 288 317 327 370 318 VSS mg/L 256 265 283 337 491 326 Ammonia-N mg/L 33 32 32 34 36.3 33 Grease/Oil mg/L 50 46 45 64 87.4 58 pH - 7.8 8 8.0 7.9 7.9 8 Source: OCSD, FY 1994-15 Yearly Averages,data provided by O&M. Notes: ' Corrected for the contribution from basin maintenance, belt press filtrate(including P1 dewatering filtrate), and side-stream(cooling water,secondary scum water, 'D'DAFT under8ow,and secondary basin drainage). VSS-volatile suspended solids. DAFT-dissolved air flotation thickening. 7-12 pw.\\QmAo\Acwrem\Chm/CNIXSD'10339AO lma bkaQ0171.is Plaa\ awr7 MDR,P 2017-Pbrmig A,awWn d x 70PIA*M' IDASSV.PIYNS 7.2.2 Solids Loading—Actual and Projected Solids loading to Plant No.1 and No.2 was monitored over time.Using the recorded data, future projections were made for planning purposes.Figure 7-6 shows projected solids loading based on two per capita generation scenarios: annual average solids loading and maximum month solids loading. Projected Solids Generation Assuming 2000 to 2015 per Capita Generation Rates 65 M • • •.a eaB,aoo • � . . r 5b0000 a o 0 0 0 0.0.o-0-n Is 000.000 O.•-0 D. O 0.0-o-0 0 0 ae O'M F n° Moo, — Actual Projected asB a0000 Boo,a ]939 3DW 2ro9 I010 3019 2026 I@9 )lB! Year �Ac al Boo 'A WTSS Prgec SOD oamd on 0.19 pKd �Prge TSS tezE on 0.21 ppul O Vrgec BODCaz .M-MmM • prge TSSba .Mar MmM Sources:OCSD Operational Data 2014-15. FIGURE 7-6 Actual and Projected Solids Genembon Flows,TSS,and BOD loadings were projected using the"Per Capita Loading"method. Historical loadings per capita per day were calculated by dividing the total loadings by the population tributary to both plants.These loadings excluded those from the OCSD service area,such as the SAWPA loading.IRWD loadings and populations were both subtracted from the total loading and population,respectively. Future projected loadings were calculated by multiplying the loading per capita per day by the projected population for both plants,and then adding the external loadings,including SAWPA and IRWD projected loadings. The maximum historical yearly average for TSS and BOD during the last six years was 0.21 lb per capita per day(ppcd)and 0.19 ppcd,respectively.Both values were used to calculate the future TSS and BOD loadings,respectively. pn.\\QmAo\D m\Cl'ewTNOLSD'10239AONR bba2017hi Plaa\ ap r7MDPTP2017-Phnnhg nawg6n .d 7-13 70PIA*M' I SUfIYNS The maximum month loading peaking factor over the last six years was 1.10 and 1.09 for TSS and BOD loading,respectively.Total loadings to both plants were calculated without splitting the loading at this step for the following reasons: (1) CDR has no separate population projection for each plant; (2)the flow diversion between the plants makes it difficult to estimate loadings from tributary populations to each plant; (3)no records are available for loadings from external sources to each plant.Nonetheless,OCSD may wish to start collecting information on the solids loading for typical land uses and track trends on industrial and manufacturing(plating,etc.) efficiencies to understand how the solids loadings may change in the future. Other potential items to track would be water-efficient appliance technology improvements, the number of new installations,and new regulations requiring replacements. This is because,in the future,with water conservation and potential climate change pressures, solids loadings may need to be tracked and projected independently of flow projections. 7.2.3 Ocean Effluent Discharge Characteristics For FY 2015-16,the final effluent monthly average concentration of total suspended solids was 4.9 mg/L for a daily average discharge mass emissions rate of 1.82 metric tons.This represents 8.9 percent of the allowable 30-day average concentration limit of 55 mg/L,and 5.9 percent of the mass emissions limit of 31.1 metric tons per day. A summary of effluent ocean discharge characteristics is included in Table 7-10. TABIE7-10 E8luera Ocean Dscha Cltaractemst Annual them fo i2-1WIr2,111-12tlwu 2015-16 Constituent Units 11-12 12-13 13-14 1415 1516 Avg. Final Effluent BOD-T mg/L 10.3 13.0 9.9 8.6 9.5 10.3 BOD-C mg/L 4.9 6.2 5.1 4.8 4.4 5.1 TSS mg/L 7.6 7.3 6.4 5.7 4.9 6.4 VSS mg/L 6.2 6.2 --- -- -- 6.2 Settleable Solids mg/L NO ND ND NO ND NO Ammonia mg/L 27.8 28.1 27.3 22.3 23.3 25.8 pH - 7.8 7.9 7.9 7.9 7.9 7.9 Flow(meter) mgd 140 136 137 121 89 125 Turbidity NTU 4.0 5.1 4.3 3.4 3.1 4.0 Grease/Oil mg/L NO ND ND ND ND NO BOD-T %removal -- -- --- -- -- --- TSS %removal I -- 99 99 99 -- 99 7-14 pw.\\QmAdAcwrem\Cl'em/CNIXSD']639AONIktireabkau01)I.is Plaa\ arar7MDFTP 2017-Pbrmg,vawWn d x 70PIA*M' IGASSV.PIYNS TAB1E740 EIDuera Ocean Disc C7lari rstics Annualth - TR-_-lYear2011-12 thmu 2015-16 Constituent Units 11-12 12-13 13-14 14-15 15-16 Avg. NPDES(Maximum) SOD-T(30-day avg.) mg/L 10.9 -- --- -- -- 10.9 TSS(30 day avg.) mg/L 8.3 --- --- -- -- 8.3 Toxicity-Daily Max Acute(M. bahiai TUa ND -- --- -- -- ND Acute(A.affnisi TUa 2.02 -- --- -- -- 2.02 Chronic(S. purpuratas) TUc 59.3 -- --- -- -- 59.3 Chronic(M.pyrifera) TUc 55.56 -- --- -- -- 55.56 Chronic(A.affinis) TUc 70.4 70.4 Chlorine-Total Residual 6-month medial mg/L 0.11 0.16 0.08 0.06 -- 0.10 Daily max 1 0.30 0.44 0.12 0.11 -- 0.24 Source:OCSD FY 2011-2016 data, provided by 08M Samples collected qual ND-Not detected TCDD-Tetrachlorodibenzo-pdioxin ---Not Analyzed TUa-acute toxicity unit BOD-T-biochemical oxygen demand-total TUc-chronic toxicity unit BOD-C-biochemical oxygen demand- pg/L-micrograms per liter carbonaceous 09/1--nanograms per liter PCB-polychlorinated biphenyl PAH- polynuclear aromatic hydrocarbon Effluent quality improved significantly as secondary treatment projects were completed through 2012. BOD,TSS,and whole-effluent toxicity were projected under secondary treatment standards.All other parameters were assumed to have improved with secondary treatment,although few projections were made.This is primarily because OCSD was not given regulatory relief for any other parameters(besides BOD and TSS) in the current and past ocean discharge permits. 7.3 or Interagency Agreements Some of the wastewater treated by OCSD comes from other agencies (SAWPA and IRWD). OCSD also provides treated wastewater to OCWD for reclamation.This section provides an overview of the relevant agreements with these agencies. 7.3.1 Santa Ana Watershed Protection Authority(SAWPA) The SAWPA agency was developed to protect water quality within the Upper Santa Ana River Basin. It consists of five agencies:Inland Empire Utilities Agency,Eastern Municipal Water District,Western Municipal Water District,San Bernardino Valley Municipal Water pn.\IQm rxW m�m/CNOCSD'10339,velk abka201)M1 wPbax:ia,&r7C(SDFTP 2017-Pbmin xiiwg6d .d 7-15 70P�ASSIr.PIr36S District,and OCWD. To help protect Orange County's groundwater supplies,poor quality brine waters (desalter concentrates)are removed from the Upper Santa Ana River Basin and discharged to OCSD facilities for treatment and disposal.SAWPA began discharging wastewater to OCSD in January 1982. OCSD receives influent from SAWPA through the Santa Ana River Interceptor(SARI)line through a connection at the north east corner of the service area.The SAWPA watershed includes much of Orange County,the northwestern comer of Riverside County,the southwestern comer of San Bernardino County,and a small portion of Los Angeles County. SAWPA owns the right to discharge up to 30 mgd into the OCSD service area collection system,which is the maximum regulated right that cannot exceed 30 mgd.Three agreements govern SAWPA's discharges: • 1972 Wastewater Interceptor Capacity Agreement. • 1996 Treatment and Disposal Agreement(supersedes 1972 Treatment and Disposal Agreement). • 2013 Settlement Agreement(amended 1972 and 1996 agreements). SAWPA also has purchase rights in the treatment system for up to 30 mgd.They have currently purchased 17 mgd in the treatment systems.Flows from SAWPA include wastewater discharged from the upper portion of the Santa Ana River outside the OCSD service area.These flows are discharged to the OCSD's Santa Ana River Interceptor(SARI), which is tributary to Plant No. 1. Currently,all of Plant No.1 secondary effluent is being reclaimed at the Groundwater Replenishment Systems (GWRS).Because the California Department of Health does not pemtit SARI flow for reclamation,all SARI flow is diverted to Plant No.2 through the Interplant Interceptor. In the near future,when the Final Expansion of the GWRS is complete,Plant No.2 effluent will also be reclaimed at the GWRS.SARI flow will be separated from other domestic wastewater at Plant No.2,where it will be treated before being discharged to the ocean. The 2013 Settlement Agreement added Section 33 to the original 1996 treatment agreement, effective November 21,2013.Section 33 states that SAWPA shall pay a Supplemental Facilities Capacity Charge (SCFCC) in the same manner as OCSD's Class I users,except that SAWPA's baseline of allowable discharge of flow will be SAWPA's then-owned Treatment and Disposal Right. 7.3.2 Hvine Ranch Water District (IRWD) In March 1985,OCSD entered into an agreement with IRWD to establish a new sanitation district for OCSD to serve.District No.14,now called Revenue Area 14(RA 14),includes northern and coastal portions of IRWD's service area.IRWD began discharging wastewater to OCSD in December 1986. In July 2003,IRWD assumed ownership of the collection system 7-16 pw.\\QmAo\Acwrem\Ckm/CNIXSD'10339AONIktireabkO2017 Lister Pba\ al r7 MDR&2017-Pbrmg AnwWn d x 70PIA*M' IGASSV.PIYNS within the Irvine Business Complex.OCSD provides source control for this area per agreement with IRWD. Most of the wastewater from RA 14 flows through the Main Street Flume and is treated at OCSUs Plant No. 1. This flow includes sludge from MWRP,which is pumped to the Main Street Trunk for treatment and disposal at Plant No.1.Other flows from RA 14 include flows from the Irvine Business Complex,from the San Joaquin Hills Planned Community, and from the Gas Recovery System at Coyote Canyon Landfill. These flows are not tributary to MWRP.For comparison,estimated flows from RA 14 and corresponding tributary areas are shown in Table 7-11. TAB1E7-I1 Revenue Area 14 Flom Sub Area Plant Tributary Area 2005 Flow Estimate'(mgd) Main Street Flume(Including MWRP sludge To Plant No. 1 0.7 flow) Irvine Business Complex/Tustin MCAS To Plant No. 1 5.0 Orange Park To Plant No. 1 0.02 San Joaquin Hills Planned Community Plant No.2 0.14 OC Waste 8 Recycling(Coyote Canyon Plant No.2 <0.01 Landfill) Navy/Overhill/Red Hill/Bent Tree/Lake OCSD flow to MWRP (0.75) Ct/Raquet Hill/Covey Lane Total Revenue Area 14 5.1 Notes: Flow estimates from OCSD,Revised Gallonage Flow Summary June 2016-2017(OCSD,2005b). 2 See Planning Basis for Flow and Solids Loading 2016 attached for details. IRWD is constructing a new solids handling facility. Once on-line (scheduled for December 2018),IRWD will stop sending sludge to OCSD.The raw sewage flow,along with the IRWD sludge,will also decrease,in part because the raw sewage will help scour sludge in the collection pipes.After 2018,the remaining flow from RA 14 area will be mainly raw sewage flows from other IRWD service areas that do not go through the HATS diversion. Currently,those flows are approximately 5 mgd. 7.3.3 Orange County Water District OCWD operates two reclamation systems: the Groundwater Replenishment System(GWRS) and the Green Acres Project(GAP).GWRS was commissioned in the fall of 2007 and is located in Fountain Valley,California.GRWS is jointly sponsored by OCWD and OCSD. GWRS is a potable reuse project designed to produce approximately 100 mgd of highly treated recycled water for groundwater recharge.Expanded groundwater recharge will provide new water supply for Orange County and will serve as a barrier to seawater p..\\QmAdAcwrem\Cl'em/CNOCSD'103391O 1R bka2017 ti Plaa\ ap r7MDM 2017-Phnnag Av5wg6an 7-17 70PrhxSaJGASSrr&MbS intrusion.GWRS treats clarified secondary effluent from Plant No. 1 using microfiltration (ME),reverse osmosis (RO),and advanced oxidation(UV light treatment with hydrogen peroxide).While the full-scale facility was being constructed,small-scale(5 mgd)pilot testing was performed from 2004 to 2006 at existing RO facilities in Water Factory 21. GAP is a water recycling effort that provides reclaimed water for landscape irrigation at parks,schools,golf courses,and industrial uses such as carpet dying.Since 1991,GAP has provided an alternate source of water to the cities of Costa Mesa,Fountain Valley, Huntington Beach,Newport Beach,and Santa Ana.GAP has the capacity to purify 7.5 mgd of reclaimed water from OCSD,which uses less than 1 mgd of the water for equipment cooling and irrigation. According to the terms of the 2010"Joint Exercise Powers Agreement for the Development, Operation,and Maintenance of the Groundwater Replenishment System and the Green Acres Project" and subsequent amendments,OCSD will provide 175 mgd of"specification' quality influent to OCWD under normal operation, (OCWD,2016).Specification water consists primarily of activated sludge effluent,but may also include some trickling filter effluent.Additionally,OCSD will accept waste reject streams discharged from GWRS and GAP,as indicated in Table 7-12,as well as"startup water" from advanced treatment facilities and periodic"well regeneration water."OCWD provides 100 mgd of outfall relief under normal operation. TABIE7-12 Orange CountyWacrUstrict waste Re' ct Sureans Waste Reject Stream Normal Operation MF Return Up to 24 mgd Brine(To Outfall) Up to 17.5 mgd GAP Return Up to 1.5 mgd Notes: I GAP is anticipated to be out of service in winter with no return Flows to OGW D. 7.4 Regulatory Requirements 7.4.1 NPDES Ocean D scharge Permit OCSD currently provides full secondary treatment for all wastewater in accordance with Waste Discharge Requirements (WDRs)and National Pollutant Discharge Elimination System(NPDES)permit. On July 20,201Z the United States Environmental Protection Agency(EPA) Region 9 and the California Regional Water Quality Control Board (CRWQCB)jointly issued WDRs to OCSD and an Authorization to Discharge under the NPDES permit(No. CA0110604).These agencies issue the permit jointly because the discharge is outside of California s coastal waters (more than three miles offshore). ]-18 pw.\\QmAo\Acwrem\Cl'em/CNIXSD'10339AONIktizabka�201]I.ister Ploa\Qiarar]06DFTP 201]-P§vmig Anawrynws docx ]OPIA*M' IGASSV.PIYNS TABIE7-13 Surnmary oDFDES Pemrit Discharlge Re menu Requtremeuts Constduentdirits 30-IAy Average 7-DyAemge Ocean Plan Effluent limitations Grease and Od cogd, 25 40 75 Grease and Od lb/day 57,963 92,740 173,889 Settleable Solids,MIL 1.0 1.5 3.0 T.bidily,MU 75 100 225 PK PHwns 6.0to9.0 6.0 se 9.0 9.0 Ocean Plan EtHuent limitations for the Protection ofborine Life Constcuennlbits 6-bbnth lvbdian Wiry bon Inst.bhx TotaChlome ResiduaL rrg/L 0.36 1.45 10.86 Teal Ordains Residual,IWday 834 3,361 25,179 Acure Toxicity TU WA 5.7 WA Ommc Toxicity,TU WA 181 WA Ocean Plan Effluent Limitations for the Protection ofbbrine Iilc Constituent/bits 30-DayAvemge B-alma,pg/L 0.01249 Bernadine,lb/day 0.0290 Chlordane,µg/L 0.00416 Chlordane,May 0.0097 3,3dbhbmbenxid=, ag/L 1,14661 3,3dchboobe.idare,Mday 3.3992 Hexachlaobencene, pg/L 0.0380 l*xachkxoberasne,Mday 0.0881 PAlh,pg/L 1.5928 PAR,Mday 3.6929 PCBs,pg/L 0.0034 PCBs,lb/day 0.0080 TCDDe lonabn4 pg/L 0.000000706 TCDDegwvabot,Mday 0.000001637 T—Phene,µg/L 0.03801 Toxaphene,la/day 0.0881 tbarshone andOfishom Zone Standards Constituent Co fiance Re uimment Tiota Coldorm Organism Lenity Less than 1,000 per 100 ad. No mare than 20 percent ofsanples talon Som any sampling station my exceed 1,000per 100 Min my30-dayperiod. No single sample(vdren verified by repeat sample taken within 48 hours)shall exceed 10,000 per 100M Fecal Cotiiannansdy For a nitmum ofnot less than five sarryles for any 30-dayperiod,fecal cohfxm density shal not exceed a georneoc mean of200 per 100M 10 percent ofthe real sonples during any 6Oday period shall not exceed 400 per 100M pv.\\QmAo\Dvcwrem\C&wTNOLSD'10239AONR bba2017 M1hew Plau\Cfieppx 70C9DFTP 2017-Phnh, 7-19 70PIAM'aJGASSU,PI101,6 TABLET-13 Summary ofNFDES Permit DischargeRe lrenm Constituent Compliance Requirement Shellfsh Harvesting Standards Nearshom Tale Mod'en tomlcotibmndensity sha8not exceed 70 per 100m1 Not more than 10 percent ofthe samples shall exceed 230 per 100 mL Biosotids BbsoMs All biosolids most be used or disposed ofin conplbnce with 40 CFR 257,258 and 503, as weft as the Cartonia Biosotids General Order and si specdc Regional Board requirements. Bbsolids shall not be an aedto emaeraetlumds or other bodies of otter. No bbsol ds treatment,storage,use,or disposal shot contaminate groundwater. &solids teat ea storage,use,or disposal shanbe performed in=merthat rrm'vrmes the nuisances ofodor or flies. AO haulers tolamg bmsolds offste neat be secmedto carsure containment ofde bbsofids. Ifbbsolids are stored o`ertwo years,surface disposal requirements most be met Sites£nbxrsolids teatmerq storage,ordisposal cast haw adequate protection to dined sulfate nNoff Arepresertati\e sample coast be Won and arab cad an a rmnddybasis. Bbsolids must be Class Act Class B specifications bebre they can be land applied Records ofopemtioalparameters wed so achieve VectorPmaction reduction most be maintained for all hicsolids that are land applied or disposed arm surface disposal site. Bmobds shall be nnnitored send-san any for all po@ranb fisted under Section 307(a) ofthe CWA For all Class Aand Bbrsolids except for composted Class Abxsolids that are land- applied,plant awdabe nitrogen(PAN)most be calculated Feld cadnrgs ofPANmst be calculated four this. Oth"Requirements Public Access Mbnitoring data must be accessirie to the public through the vtemet Sauce:2012 NPDES Oman Discharge Pend Monitoring and Reporting Program Consent Decree.Orange County Sanitation District NPDES No.CA)110604,Order No.R8-200"062. Notes: u Mbtric taus/month. In addition to discharge requirements,the NPDPS Permit also includes reporting requirements,which are summarized in Table 7-14. TABLET-14 Summary ofNPDES Pend Reportzig Requirements Report Frequency Due Date Initial Investigation Toxicity Reduction Evaluation One-fine February 15,2013 Workplan(TRE) Discharge Monitoring Report(DMR) Monthly 15^day of every 2n°month Annual Biosolids Report Annually February 19u Pretreatment Activities Report Annually October 31" Significant Industrial Users(SIUs)Compliance Semi-Annually March 31"and Status Report September 30" 7-20 pow.\\l2mAo\Acwrem\Ciro/CNIXSD'10339AONIk rdta)2017 t ist NarXbarar7 MDF 2017-P§vmig vnwrynaa docx 70PIAM9JGA5SV.PIYNa TABLE 7-14 Summary of"DES Petard Reponng Regurements Report Frequency Due Date Technical Report on Preventative and One-lime February 15,2013 Contingency Plans Storm Water Management Plans One-lime February 15,2013 Operation and Maintenance Manual Upon Issuance of the Must be available to Permit operating personnel onsite at all times Pollutant Minimization Program report Annually,if needed As needed Internet Monitoring Data Report January 1,2005 and within 30 days of any change Quality Assurance Project Plan Annually July 15- Shoreline Monitoring Report Annually March Is' Strategic Process Studies Report Annually Annual Pretreatment Report Annually October 3l' Offshore Water Quality Report Quarterly By the 45^day following the end of the monitoring period Receiving Water Monitoring Report Annually March 1" Influent and Effluent Constituent Report Monthly By the 45t day following the end of the monitoring period Sauce:2012 WDES Ocem Discharge Pend Mmrtormg and Reporting Program Consent Decree.Orange County Sanitation District.NPDES No.CA0110604,Order No.R8-2004-"2. 7.4.2 Sanitary Sewer Overflow Regulations In conformance with Sections 13260 and 13376 of the California Water Code and Section 301 of the Clean Water Act, the California Regional Water Control Board prohibits sanitary sewage overflows(SSOs)that cause a nuisance or result in a discharge to surface waters of the State.For OCSD,this prohibition is found in State Water Resources Control Board (SWRCB)Water Quality Order No.2006-0003-DWQ nuisance or discharge to surface waters of the State. 7.4.3 Air Quality Regulatory Requirements Air emissions from OCSD facilities are regulated by the South Coast Air Quality Management District(SCAQMD),the California Air Resources Board(GARB),and the Federal Environmental Protection Agency(EPA). 7.4.3.1 Criteria Pollutants Plant No.1 and No. 2's process units and combustion equipment emit criteria pollutants (oxides of nitrogen [NOX] and sulfur [SOX],carbon monoxide [CO],volatile organic compounds [VOCs],and particulate matter [PM101).The Federal EPA,as required by the Clean Air Act,sets National Ambient Air Quahty Standards for these criteria pollutants,and pv.\\QmAo\Acwrem\Cl'ern/CNOCSD'103391ONRhenbka201)I.i Pbax:aa,&r7 SDM 2017-Phnnagv5wa,6an 7-21 70PIA*M' IGASSV.PIYNS the SCAQMD and CARB issue permits to regulate the quality of OCSD air emissions.All of these requirements are listed in Table 7-15. TABLE 7-15 Emission Source Category and NulnberofPermid Number of Emissions Source Category SCAQMD Permits Air Pollution control Equipment-Foul Air Scrubbers 13 Air Pollution control Equipment-Paint Spray Booth 1 Air Pollution control Equipment-Flares 2 Internal Combustion Engines(Central Power Generation Systems) 20 Internal Combustion Engines(Stationary Emergency Power Generation) 21 Various Location Equipment 7 General Wastewater Treatment and Support Facilities 2 Boilers 4 Gas Turbines(Emergency Power Generation) 2 Pump Stations(Emergency Engines and Odor Control) 10 Total SCAQMD Permits 87 Emissions Source Category Number of CARS Permits Statewide Registered Engines 16 Total Permits(SCAQMD and CARS) 103 7.4.3.2 Hazardous Air Pollutants Wastewater treatment process units and combustion equipment also emit hazardous air pollutants,referred to as "toxic air contaminants"or"air toxics."These pollutants are known or suspected to cause cancer or other health impacts. The federal EPA regulates emissions of air toxics by developing rules targeting specific industrial"source categories" under the National Emission Standards for Hazardous Air Pollutants(NESHAP)program.This program is codified under Title 40 of the Code of Federal Regulations (CFR),Parts 61 and 63. OCSD's treatment plants are subject to Part 63 Subpart V V V-POTW MALT;Subpart ZZZZ-Reciprocating hitemal Combustion Engines; Subpart DDDDD-Major Source Boiler MACT; and Subpart JJJJJJ-Area Source Boiler MACT. The California's Air Toxics"Hot Spots" Information and Assessment Act,also known as AB 2588,requires facilities to prepare air toxics emissions inventory reports and evaluate the adverse health impact of their toxic emissions.In accordance with this law and the corresponding SCAQMD regulations,high-emitting facilities,depending on their cancer and non-cancer health risks,must take immediate actions to reduce emissions if the risks are above the"action level";develop and implement the air toxics reduction program if the risks are above the"significant level';or notify the affected communities of the health risk if the risks are above the"public notification level." 7-22 pw.\\QmAdncwrem\Cl'em/CNIXSD']0339AONIktireabkO20171.is Plaa\ arar7MDB&2017-Pbr A wWn d x 70P�ASSIr.PIr3PS OCSD's latest health risk assessment reports were submitted in 2007 and were approved by CARB and SCAQMD in 2008. Plant No.1's health risks were estimated to be below any of these levels.Plant No. Ts cancer risk exceeded the public notification level primarily due to formaldehyde emissions from the Central Power Generation Systems (CenGen) engines. However, the community public meeting notification was not required.This was because the interim SCAQMD policy allowed public notification via SCAQMUs web-based risk disclosure only if the cancer risk were reduced to below the notification level after subtracting the cancer risk from emergency diesel engines. In March 2015, the California Office of Environmental Health Hazard Assessment(OEHHA) updated its health risk assessment procedure to better characterize exposure risks to children.Using the new procedure,the risks are estimated to increase to up to six times the risks than those estimated with the former procedure,even assuming no changes in air toxics exposure.For OCSD,however,once the CenGen s air emissions reduction project is fully commissioned in the summer of 2016,formaldehyde emissions,other air toxics,and criteria pollutants are expected to drastically reduce,lowering the health risk values below the public notification level. Under the SCAQMD's au toxics program,OCSD is also required to demonstrate that any air toxics emissions from new or modified air emission sources do not exceed specified risk thresholds. OCSD is also subject to source-specific rules that address toxic air contaminants for specific equipment categories such as emergency diesel engines. 7.4.3.3 Climate Change and Greenhouse Gases Emissions Reduction In September 2006, the Global Warming Solutions Act,formally known as California Assembly Bill 32(AB 32,Nunez-Pavley),was signed into law.This law directs the California Air Resources Board (CARB) to regulate GHG emissions to reduce GHG emissions to 1990 levels by 2020. To promote a uniformed and cost-efficient approach to meeting the new regulatory requirements,OCSD,the Southern California Alliance of Publicly Owned Treatment Works (SCAP),and the California Association of Sanitary Agencies (CASA)members organized a statewide organization called the California Wastewater Climate Change Group(CWCCG). This group secured a consulting firm and is actively working to develop a wastewater industry-wide strategy,submitting comments,proposals,and other pertinent documents. California is reportedly on track to meet or exceed the AB 32 target of reducing greenhouse gas emissions to 1990 levels by 2020.Building on this success,Governor Brown identified key climate change strategy pillars in his January 2015 inaugural address.The pillars include (1)reducing today's petroleum use in can and trucks by up to 50 percent, (2)increasing electricity derived from renewable sources from one-third to 50 percent; (3) doubling the energy efficiency savings achieved at existing buildings and making heating fuels cleaner; (4)reducing the release of methane,black carbon,and other short- lived climate pollutants; (5) managing farm and rangelands,forests,and wetlands so they p..\\QmAdAcwrem\Ckm/CNOCSD'103391 MxR bka 017 M1h Pba\ ap r7MDM 2017-PbmhgS awg6 n 7-D 70 P�ASSIr.PIr3PS can store carbon.In addition,Governor Brown issued an executive order in April 2015 to establish a new greenhouse gas reduction target of 40 percent below 1990 levels by 2030, which will become law if the proposed SB 32(Pavely) is passed. Wastewater treatment plants and landfills may play an important role in implementing these pillars. CARB identified diverting organics from landfills to anaerobic digestion and composting as key strategies to reduce methane emissions from landfills by generating more renewable energy at wastewater treatment plants and using composted biosolids to sequester carbon and promote healthy soils. 7.4.3.4 Title VFederal Operating Permit Program OCSD's wastewater treatment plants are subject to the EPA's federally enforceable operating permit program,also known as Title V Permit Program V,because they are major sources of criteria and hazardous air pollutant emissions. Initial Title V permits were issued in January 2009,and the first 5-year renewal perntits were issued in 2014. Although Title V permits are a compilation of the original SCAQMD permits for each plant, additional requirements make complying with the permit requirements more challenging. The most notable challenges are more frequent,periodic submittal of compliance certification reports,mandatory reporting of all permit deviations,and longer permit processing time for EPA and public review,depending on the type of permit revisions. 7.4.3.5 Emissions and Nuisance Control Requirements Facilities Title V Permits(ID 017301 and 029110)and SCAQMD Permits F86521 (College Pump Station) and F86522 (Westside Pump Station)restrict hydrogen sulfide emissions and ozone discharge from OCSD's odor control equipment.The SCAQMD permits for both plants have different hydrogen sulfide emissions limits for different permit units,ranging from 0.5 ppm to 3.0 ppm.Ozone and hydrogen sulfide from wet well releases in the collection system cannot exceed downwind concentrations of 0.09 parts per million by volume (ppmv)and 0.03 ppmv,respectively. In addition to these permits, the plants must comply with SCAQMD Rule 402(Odor Nuisance).This rule states that a person shall not discharge from any source whatsoever quantities of air contaminants or other materials that cause injury,detriment,nuisance,or annoyance to a considerable number of persons or to the public,or that endanger the comfort,repose,health,or safety of any such persons or the public,causing or having a natural tendency to cause injury or damage to business or property. Furthermore,in 1969, CARB set an air quality ambient air standard for hydrogen sulfide of 0.03 ppm (average over a one hour period).This limit was ratified in 1984. 7.4.3.6 Odor Control Permit compliance with the air quality rules does not ensure compliance with SCAQMD Rule 402(Odor Nuisance).Previous odor control master plans and modeling efforts focused 7-24 pw.\\QmAo\Acwrem\Ckm/CNIXSD'10339AOMxkti bkO20171.is Pba\ al r7MDR&2017-Pbrmg d x 70P�ASSIr.PIr3FS on the well-known hydrogen sulfide odorant and the dilution-to-threshold (D/T)method. These efforts were not effective because many other odorants are more powerful(in terms of character,intensity, duration,and frequency) than hydrogen sulfide,and because D/T does not reveal the details of which odorants should be targeted for treatment. Consequently,the 2016 Odor Control Master Plans objective was to identify the particular odorants present, determine which odorants are predominant("most detectable')and their worst-case concentrations,use air dispersion models to determine worst-case dilution factors to fence lines,determine maximum fence-line odorant target concentrations below nuisance,research and test existing odor abatement technologies that target the most detectable odorants,and design odor-abatement systems and associated cost estimates for three scenarios (current system,best single-stage,and best multi-stage) for all plant process areas that require odor control. 7.4.4 Biosolids Regulatory Requirements OCSD's ability to beneficially use its biosolids is generally regulated by Title 40,Part 503 of the Code of Regulations.Specifically,biosolids suitable for reuse must meet requirements related to heavy metals levels,pathogen destruction,and vector attraction reduction. OCSD's biosolids are low in heavy metals and meet the vector attraction reduction requirement by meeting a minimum 38 percent volatile solids reduction in the anaerobic digestion process.Pathogen reduction requirements are currently met to achieve Class B quality and to conform to Alternative 2,Option 3(Anaerobic Digestion) of the Processes to Significantly Reduce Pathogens.This alternative requires keeping the digester temperature above 95 degrees,at a minimum,with a minimum 15-day retention time. Plans are underway at Plant No.2 to upgrade the digestion system to a temperature-phased anaerobic digestion(TPAD)system capable of achieving Class A biosolids.The simplest and assumed alternative for compliance with the Class A requirements is Alternative 1 via one of the time and temperature regimes listed in Table 7-16. OCSD's Plant No. 2 biosolids must also meet pathogen requirements(as measured through routine sampling)for either fecal coliform or salmonella. Biosolids that do not meet the Class A or Class B requirements may not be beneficially used. Such material could,however,be processed further,such as in a regional composting facility.The cost and logistics to do so would depend on the quantity of material to reprocess as well as the amount of available storage or digester space. Currently,OCSD can use a local landfill for material that does not meet Class B requirements.Due to proposed changes in landfill regulations,biosolids disposal in landfills is anticipated to no longer be allowed after 2025 (Kesler 2016). p..\\QmAdncwrem\Ckm/CN 1)103391ONRhre Wb 017ti Pba\ ap r7MDFTP 2017-Phnnhg 5wg6an.du 7-2 70PIA*M' IGASSV.PIYNS TABLE 7-16 Bimohds Class Requirements Regime Sludge Solids Content(%) Time and Temperature Requirement Relevant Equation',° A 7%or greater(except if Sludge must be heated to 50C or 131,700,000 covered by Regime B) higher for a minimum of 20 minutes D— 100.14t B 7%or greater in the form of Sludge must be heated to 50C or 131,700,000 small particles that are heated higher for a minimum of 15 seconds D— 100.14t by contact with warm gas or an immiscible liquid C Less than 7% Sludge must be heated for at least 15 131,700,000 seconds but less than 30 minutes D— 100a4t D Less than 7% Sludge must be heated to 50C or 50,070,000 higher with at least 30 minutes of D— 100.rat contact time Notes: ' D=time in days;t--temperature in degrees Celsius. 'Relevant equations as codified in 40 CFR 503.32(Equations 2 and 3). Another component of OCSD's current capital program involves codigesting pre-processed food waste with sludge at Plant No. 2.While digesting food waste alone is regulated by CalRecycle under CCR Title 14,Title 14 also contains an exemption for POTWs codigesting food waste.In creating this exemption,CalRecycle acknowledged that W WTPs whose activities are already regulated by an NPDES discharge permit are,at a minimum,regulated entities.Note that W WTPs wishing to engage in food waste-only digestion would not fall under this exemption;it applies only to codigestion. 7.4.5 Other Regulatory Requirements 7.4.5.1 Stormwater Requirements OCSD is authorized to discharge under a National Pollutant Discharge Elimination System (NPDES)permit issued by the Santa Ana Regional Water Quality Control Board and United States Environmental Protection Agency.The NPDES permit has limitations on discharge requirements,monitoring and reporting requirements,and other provisions to ensure that the discharge does not harm water quality or public health. The NPDES permit requires all stormwater flows that fall within OCSD facilities be captured and treated before being discharged to the Pacific Ocean. The NPDES permit also requires OCSD to develop and manage an on-site stormwater program. 7.4.5.2 Life Safety Requirements Escape Li lg ltin Exit xit Signs,and Fire Alarms: California Building Codes and Fire codes require fire alarms,exit lighting,and signs to have backup power. Evacuation PA Systems,Warning Lights: OSHA requires an evacuation PA system and warning lights. 7-26 p ..\\QmAdncwrem\Cl'ern/CNIXSD'10339A&MxIWabkO20171.is Plaa\ arar7MDF 2017-Pbr mg,vawWn d x 70PIA*M' IGASSId.PI[MS Ventilation for Area Classification:OSHA requires ventilation for hazardous areas pursuant to California Code of Regulations Subchapter 7,Article 5162. (State of California,Division of Occupational Safety and Health(DOSH),Division of Industrial Safety,Subchapter 7, General Industrial Safety Orders,Group 16,Control of Hazardous Substances,Article 109 Hazardous Substances Processes,5162).Also,NFPA 820 requires ventilation to reduce potentially explosive environments. Eve Washes,Emergency Showers: OSHA requires eyewash stations and emergency showers. Fire Protection Water Pressure for Building_Sprinklers and Hydrants: Building Codes and Fire Codes require fire protection water pressure for building sprinklers and hydrants. 7.4.5.3 Noise Ordinances Ordinances for the City of Huntington Beach and the City of Fountain Valley limit the acceptable noise at the OCSD property line to 50 db from 10:00 p.m.to 7:00 a.m.,and 55db from 7:00 a.m.to 10:00 p.m.For details on this ordination,refer to the City of Huntington Beach,Municipal Code Chapter 8.40,and City of Fountain Valley,Municipal Code 6.28.050. 7.4.5.4 Fuel Tank Monitoring The US EPA 40 Code of Federal Regulations (CFR) Parts 280.40 lists requirements for fuel tank monitoring.This code is administered by the Orange County Health Care Agency. 7.5 Reliability Criteria This section provides recommended reliability criteria for collections system and treatment plant process systems and mechanical and electrical equipment. These criteria should be used to evaluate existing facilities and should be considered in future improvement plans. Facility performance expectations are based on regulatory requirements,legal agreements, and OCSD policies. Facilities have to perform under normal operating conditions as well as special conditions that can be reasonably anticipated. This includes planned and unplanned shutdowns for maintenance and repair,as well as operational upsets,power failures,and special flow conditions. In addition to reducing outage impacts,proper reliability features promote efficient system operation and maintenance. The goal of the reliability criteria policy should be to reduce life-cycle costs while maintaining an acceptable level of performance. The criteria in this section represent the consensus of OCSD staff from various departments, including Engineering,Operations&Maintenance,and Technical Services. These criteria are based on industry standards,historical performance data,engineering judgment,field experience,and performance expectations. p..\\QmAd xc m\Ckm/CNOCSD'103391ONRhre Wb 017ti Pba\ ap r7MDFW 2017-Phnnhg 5wg6an.du 7-27 70PIA*M' IGASSV.PIYNS 7.5.1 General Reliability Criteria Existing facility evaluations in FMP were based on general reliability criteria. The most common reliability features include equipment redundancy as well as additional liquids and solids storage. Other features include vehicular access,worker access,equipment clearance,lifting devices for equipment removal,standby power for remote facilities,the ability to isolate process units for maintenance,adequate lighting,two sources of water for each water system,standby power on every collection system pump station where physically possible,and consideration for redundancy in major in-plant wastewater conveyance piping for inspection,maintenance,and repair. The EPA document"Technical Bulletin,Design Criteria for Mechanical,Electric,and Fluid Systems and Component Reliability,July 1974," drafted by the Office of Water Program Operations,US Environmental Protection Agency,was used as a primary reference (EPA, 1974).This document was the basis for many regulatory expectations.The OCSD "Collection,Treatment,and Disposal Facilities Master Plan,Reliability Analysis,Volume 6, February 1989,"has also served as a general OCSD standard since 1989. The OCSD Engineering Design Guidelines(EDG)is routinely updated and incorporates reliability criteria from the 1989 Master Plan.The EDG is considered incorporated into this Master Plan by reference. 7.5.2 Reliability Criteria for Process Equipment Reliability criteria for OCSD process equipment are shown in Table 7-17. TABLE 7-17 RefkabiftyCriteriatborProcessEqupmem Process Flow Standby Screening ADF One standby unit plus a bypass channel for each plant. Influent Pumps PW WF One standby for up to 4 duty units. Pump Stations Grit Chambers ADF No standby. Grit Washers ADF One standby for up to 2 duty units. Primary Clarifiers ADF One standby unit per plant.(PC 1-2 for PW WF only) PEPS Pumps PW WF One standby for up to 4 duty units. Trickling Filter ADF No standby. Trickling filter PW WF One standby for up to 4 duty units. recirculation pumps Activated Sludge Max. month loading. One standby basin. Aeration tanks Blowers Max. month loading. One standby for up to 3 duty units. WAS pumps Max. month sludge One standby unit per pump station. production. RAS pumps PW WF One standby for up to 4 duty units(per station). 7-28 pw.\\QmAdAcwrem\Clem/CNIXSD'10339AONIktireabkO20171.is P�r7MDB&2017-Pbr A wWn dxx 70PIA*M' IGASSV.PIYNS TABLE 7-17 Relability0terialfDrProwssEquipment Process Flow Standby Secondary clarifiers AIDE One standby for up to 11 duty units. Outfall booster pumps PW WF One standby for up to 4 duty units. DAF thickener Max. month sludge One standby for up to 3 duty units. production. Digesters Peak two week One standby for up to 10 duty units.Assumes digesters sludge production. cleaned every 5 years. Loading criteria is for digesters in service. Includes partial cone volume. Centrifuges Max. month sludge One standby for up to 2 duty units. production. Sludge storage hoppers Max. month sludge Four days storage. production. Plant water pumps Peak Demand. One standby for up to 4 duty units. City water pumps Peak Demand. One standby for up to 4 duty units. Notes: ADF=Average Daily Flow, PW WF=Peak Wet Weather Flow. Capacity of standby unit=capacity of largest duty unit. 7.6 OCSD Strategic Goals In November 2013,OCSD approved a 5-year Strategic Plan for 2014 through 2019 that included eight new strategic goals and modifications to six of OCSD's levels of service. Each year,the plan will be reassessed,updated,and submitted for approval by the Board of Directors. The eight strategic goals are: 1. Odor Control-Completion of the Odor Control Master Plan. 2. Future Biosolids Management Options-Study biosolids management options including 3b party contracts and onsite capital facilities. 3. Energy Efficiency-Continue to research new energy efficiency and energy conversion technologies. 4. Disinfection of Ocean Discharge-Develop an implementation plan including the technical,financial and societal factors associated with cessation of disinfection of the ocean discharge. 5. Local Sewer Transfers-Complete the transfer of 174 miles of local sewers serving parts of Tustin and unincorporated areas north of Tustin and local sewer transfers in the City of Santa Ana. 6. Legislative Advocacy and Public Outreach-Develop a unified legislative advocacy and public outreach program. ,..\\QmAd xc m\Ckm/CNOCSD'103391O 1R bka2017 ti Pba\ ap¢r7MDM 2017-Phnnhgi 5wg6a=.du 7-29 ]OP�MSnerrNS 7. Future Water Recycling-Determine partnerships,needs,strategies,benefits and costs associated with recycling of Plant No.2 effluent water. 8. Workforce Planning and Workforce Development-This initiative is ongoing and part of a comprehensive workforce planning and development effort to ensure we have the right people with the right skills and abilities,in the right place,at the right time. The following levels of service are key performance indicators in achieving the overall vision for OCSD. 7.6.1 Providing Exceptional Customer Service This goal is to provide reliable,responsive,and affordable services in line with customer needs and expectations. Odor Control-Complete the Odor Control Master Plan to ensure that the District's investment is current and,if needed,complete future process systems to produce the intended benefits(target completion in FY 15-16). Table 7-18 summarizes the odor control LOS. TABLE 7-18 Odor Control Exceptional Customer Service Lewis of Service Providing Exceptional Customer Service FY 2016.17 Level of Result Service Target Complete the Odor Control Master Plan Completed Target completion in FY 15-16 Odor complaint response: Treatment plants within 1 hour 100% 100% Collection system within 1 working day 100% 100% Number of odor complaints: Reclamation Plant No. 1 10 0 Treatment Plant No.2 11 0 Collection system 25 12 'Under normal operating conditions Respond to public complaints or inquiries regarding 100% 100% construction projects within 1 working day Process new connection permits within 1 working day 100% 100% Respond to all biosolids contractor violations within a 100% 100% week of violation notice 7.6.2 Protecting Public Health and the Environment This goal is to protect public health and the environment using all practical and effective means for wastewater,energy,and solids resource recovery. 7-30 pw.\\QmAo\Acwrem\Cl'em/CNIXSD'10339AONIktizabka�201]I.ister Ploa\Qiarar]IXSDFTP 201)-P§vmig Anawrynws docx 70P�ASSIr.PIr3PS Future Biosolids Management Options-Study biosolids management options,including third-party contracts and on-site facilities for mid-and long-term approaches beginning in 2016-2107(target completion in FY 15-16). Energy Efficiency-The District will research new energy-efficiency and energy-conversion technologies to maxunize energy efficiency,reduce operating costs,minimize environmental impacts,and replace assets at the end of their useful lives(target completion in FY 17-18). Table 7-19 summarizes the public health and environment LOS. TABLE 7-19 Public Health and the Environment Levels ofService Protecting public health and the environment FY 2016-17 Level of Result Service Target Study future biosolids management options Completed Target completion in FY 15-16 Research new energy efficiency and energy conversion Ongoing Target completion in technologies FY 17-18 Accept dry weather runoff diversion flows without 0.72 mgd Up to 10 mgd imposing fees Reduce air emissions health risk to community and 9 < 10 employees,per 1 million people(for each treatment plant) Send notices of violation(NOV)with air, land,and water 0 0 Permits Respond to collection system spills within 1 hour 100% 100% Contain sanitary sewer spills per 100 miles 0.25 <2.1 Contain sanitary spills within 5 hours 100% 100% Meet secondary treatment standards BOD 4.8 ni BOO 25 ni TSS 3.7 mg/L TSS 30 mg/L Thirty day geometric mean of coliform bacteria in effluent 1244 <1000 after initial dilution of 250:1 (MPN) Frequency of unplanned use of emergency one-mile(78- 0 0 inch diameter)ouffall(per year during dry weather) Tons of biosolids to landfill through 2017 peak production 97.2 100 period Comply with core industrial pretreatment requirements 99% 100% 7.6.3 Nhnaging and Protecting the Public Funds This goal is to continuously seek efficiencies to ensure wise spending of public money. Local Sewer Transfers-Complete transfer to 174 miles of local sewers serving parts of Tustin and unincorporated areas north of Tustin and local sewers transfers in the City of Santa Ana by December 31,2016.Following those transfers,no further local sewers will be pv.\\QmAo\Acwrem\Cl'em/CNOCSD'103391O 1R bwa 017M1 wPlaa\ ap r7 MDM 2017-PhnnhgA 5wgli n. 7-31 70PIA*M' IGASSV.PIYNS transferred at OCSD's initiation. If a local jurisdiction is interested OCSD transferring sewers,each of its requests will be considered individually,assuming the sewers meet the requirements identified (target completion in FY 16-17). Table 7-20 summarizes the local sewer transfer LOS. TABLE 7-20 Public Funds M9na emeru and Protection Levels ofService FY 2016-17 Level of Managing and Protecting the Public Funds Result Service Target Local Sewer Transfers Completed Target completion in FY 16-17 Annual user fees sufficient to cover all O&M requirements 100% 100% Actual collection,treatment,disposal costs per million gallons 9.4%under 5 10%of budget Maintain AAA Bond Rating 100% 100% Annual variance from adopted reserve policy <5% 7.6.4 Stakeholder Understanding and Support This goal is to communicate our mission and strategies with those we serve and all other stakeholders,and to partner with others to benefit our customers, the region,and our industry. Future Water Recycling Options—Determine partnership,needs,strategies,benefits,and costs associated with recycling Plant No.2 effluent water (target completion in FY 18-19). Table 7-21 summarizes the future water recycling options LOS. TABLE7-21 Future%terRecychag Ophuns Levels ofSeroce FY 2016-17 Level of Stakeholder understanding and Support Result Service Target Future Water Recycling Options Target Completed completion in FY 18-19 Meet GWRS specification requirements for Plant No. 1 secondary effluent 2.75 NTU 5 NTU Provide specification effluent available to the Groundwater Replenishment 100% 100% System to maximize production of purified water 7.6.5 Organizational Effectiveness This goal is to create the best possible workforce in terms of safety,productivity,customer service,and training. 7-32 pw.\\QmAo\Acwrem\Chm/CNIXSD'10339AONIktireabkO20171.is Plaa\ arar7MDBJP 2017-Pbr me vn wWn d x 70P�ASSIr.P1rlPS Workforce Planning and Development-This initiative is ongoing and part of a comprehensive workforce planning and development effort to ensure that OCSD has the right people with the right skills and abilities in the right place at the right time (target completion ongoing). Table 7-22 summarizes the workforce planning and development level of service(LOS). TABLE 7-22 Yybrkplacc planning and Development levels ofService Level of Service Organizational Effectiveness FV 2016-17 Result Target Workforce Planning and Development Ongoing Ongoing Employee injury incident rate—per 100 employees 4.0 <4.4 Industry Average Meet mandatory Occupational Safety and Health 100% >95% Administration(OSHA)training requirements Hours worked since last lost work day N/A" >1,000,000 Achieve annual agency target of days away from work, days of restricted work activity,or job transferred as result of a 2.9 <2.5 work-related injury or illness Average cost per Workers Compensation claim $10,066 $13,545 Training hours per employee 47 45 per year Note: OCSD decided to stop tracking this metric.This level of service may be deleted in the next Strategic Plan Update. 7.7 Emerging Issues and Studies This section discusses various emerging issues and studies and explains OCSD's current management strategy as it relates to planning assumptions. 7.7.1 Emerging Regulation Regulatory compliance is a major driver to consider in any facilities master plan.Utilities must forecast,to the extent possible,the future regulatory direction and potential for new requirements and their timing over the 20-year planning horizon.Nonetheless,it can be extremely challenging to accurately predict future requirements over 20 years. A key fact to recognize when predicting future requirements is that regulatory agencies have historically not been the first to become aware of emerging environmental and public health concerns first.The public(including non-govemmmt organizations and special interest groups)has historically been to first to lead changes in environmental requirements through legislation.Furthermore,technological breakthroughs (e.g.,biological nutrient removal,disinfection,membranes,etc.)have often led to increasing regulatory actions, raising the bar for the"technology limits'provision of the Clean Water Act. p..\\QmAdA m\C&wTNOLSD'10239AONR bba2017hi Plan\ ap r7MDM2019-Phnnhg namgdnn.d 7-33 70PIA*M' IGASSV.PIYNS Given this,emerging issues can be tracked.Reviewing and tracking both emerging environmental concerns held by the public and new technological developments for predicting future regulatory requirements over a long-term planning horizon can offer tremendous insight. No impending regulations will affect planning in the next 20 years.However,various issues could lead to future regulation. These will need to be monitored over time to anticipate future regulatory impacts on facility needs.Table 7-23 forecasts future regulatory direction based on current information. t-A p ..\\QmAdAcwrem\Ckm/CNIXSD'10339AONIktireabkO201)I.is Pba\ al r7 MDFW 2017-Pbr mg An wWn d x J.OPIA*M' IGASSURIYNS TABIE7-23 Forecast ofFutm Regulation Trends rin�M—�Winduremid�ur,wa, mit Souni Contract CECs CECs o.CMII0604) ceca.la nebY.a melba aflrbmadw maae.m Ya.mL�c aa.eemnba and PAlk leylllmry keEbtlSNnWnvibi¢l Winmremid Nryea TIMnomFM rer 1OgY ant Own DisMeaga - Nutriellte Nument NamovalE CA0110SDe) Nmmm Elpamlviy.�a.s oalmuimn Pa.aanN pn«ma andrtaieEmunnat..«.MMhn M Noma IA_ W •NeaYlwe end Oaebelve SWgaUatr Daaay. EPA Clean Alt Ad ClIN1M SNnmT Generators Emissions AtlOitional Source Regulations 100..SM.M.VO Pm,. Taaaaf4l YnP..nmeMa bremelgenry ln.vaaerg PuteMNbbuig VOCsenwuw M1nm SCAGMD olwtrli b/oCGDiawyb ana cHc emlamn. ea.enan aaew.relnrmevinnnlbry rule MDTN CO.VGCa N0.snvx.Imm mcieaYlxb/IPlaabn�m'Ea Ru.1. MCE,RI IryImIAey SCNy.O mb 1. .kvtl Inandifiulm me 117E D.Pv..aabalma 1.v Pamtr b Sullull�«cmo-a nD 0IM1,ofll 10,Fe 21 and FEE5n). CARB IS Parana Sltle .flea..Engana NPDES Penult BimmOs Slid Wasts Diversion Otllanie Waal Division (No.CA0110604) ISO Im,,anal)Emeuiaen aea.n®Im aural Pnenns lnvlee§ayiaMalxaaoal¢ C«ndlanee wm 40 CER 27.28,and MO In l.Mba obi PDIW. cmmma Ewpm Gmml ome, Otgank Waste Mversim Remice Recovery BiO lifts SIeZW'Z Regorcl=W RryuYmleEta. realM1Pac4Yanundl«PolAlawce ,al mama a PO1 =—a vrle. (aetr.amW.nYMb)rtw.en M1likl Clm A late Application Laill�kb.myNprercml Ima aPpnomn of baman CW R Gofoltle. Climate GHG Emissim Limits AB 32 GNGI EMen0e0 GNG Emission umNs(AB 3T) ( ) OGSO An,IMalneaave mvav�a veLatlw]I- abe'a A. naaIe gyMnMld sell nMannn- tuYl Pdm�Y lrc§aV aNme«I.[hran,,, nn Change mem[loaacoa rer)ea4um rc.®11un.old.mnun. Iaelmagy p�«baam nine maxay.ce ec Tnc v>n®alue nremuy. Nomenclature: ARISE:A ElynlusnWe 9dl AOMU Ai,OaeWy Management O.Aniat C.. Celildme Ail Rea—ce. cec:Crc .M Enaanag condom Rsyaabma plug Commands Pmn-m Apemry GHG:GIaanIW.Ga— HI:RamMIMexNma ffic E nlmum lMNlduel Cenral Rill MP p Water Plan a WDES:Mend POIIManl Oisbelge Ellmlrellm Spvm .Es.:CFmg Carty Sen.im C., OPEL Mn Plan Emuem Lim,Ean— POTV:Pabl¢IY Oaaed Tra, n Wab SCMMD:S h Curl An OaalM blan>3emml[Anad pn.\\QmAb\Acwrem\C1'enl/CNIXSD'10339AONIkhzabkai201J I.ialer Plan\GlapmrJ06DFTP 201J-P§lul'mSAsalolgdnndocx 1-35 70PIA*M' IGASSV.PIYNS 7.7.2 Emerging Water Quahty Issues 7.7.2.1 Brine Constituents in Ocean Discharge at Low Flow Conditions The concentration of brine flow in the final effluent is expected to increase as OCSD/OCWD reclaims more secondary effluent reclamation with the GWRS.Future plant diurnal and seasonal flow scenarios should consider the impact of a relative increase in brine in the final effluent under these very low flow conditions. OCSD recently reviewed the potential impacts of proposed increased recycling on outfall system hydraulics,discharge initial dilution,and permit compliance through Project No.SP-173,Effluent Reuse Study (Task 6 GWRSW Final Expansion Impacts to Environmental and NPDES Permit Final Technical Memorandum-CDM Smith/Brown and Caldwell,May 2016--TM 6). Lower flows could adversely affect dilution performance. However,based on analyses presented in Technical Memorandum (TM) 6,with reduced future effluent flows,the OCSD discharge will achieve initial dilution that complies fully with current NPDES permit limits. OCSD conducted toxicity testing(Whole Effluent Toxicity—WET—testing)using synthetic effluent formulated to approximate future discharge conditions with greatly reduced effluent discharge rates and significantly high effluent ammonia concentrations.WET testing results showed that the predicted future effluent for two cases— the GWRS Final Expansion and recycling beyond GWRS Final Expansion—were well within the permit limits for effluent toxicity at the current permit dilutions.The dilution analysis results presented in TM 6 indicated that a decrease in initial dilution with the planned GWRS Final Expansion and a potential future maximum recycling scenario are very unlikely,and that both WET testing cases will therefore likely comply with OCSD's NPDES Permit compliance requirements for toxicity. Per the SAWPA contract,brine could flow directly to the ocean in a dedicated pipeline in the future.However,there are currently no plans for such a pipeline. 7.7.2.2 Compounds of Emerging Concern (CEC) Compounds of Emerging Concern(CEC),also called Emerging Pollutants of Concern (EPOC),consist of a large group of pharmaceuticals,personal care products,industrial-use chemicals,and some commercial chemicals.Over 50,000 separate chemical entities are estimated;however,the number used in large volume represents a subgroup of a few hundred.Some of these compounds me known or suspected carcinogens;others could adversely affect the endocrine system of humans and aquatic organisms.While concerns exist over the public health and environmental effects of these unregulated chemicals, researchers know little about the impacts of trace levels in discharges to the environment. Addressing uncertainties about the environment and public health effects of CECs presents a challenge for OCSD and the entire wastewater industry. Because its wastewater collection 7-36 p ..\\QmAdAcwrem\Ckm/CNIXSD'10339AONIktireabkO20171.is Pba\ al r7 MDFW 2017-Pbr mg An wWn d x 7 0 P�ASSIr.PIr3PS system and treatment plants are a potential primary pathway of CECs to the environment, OCSD staff identified the need to: • Understand the occurrence and persistence of CECs in wastewater collection and treatment processes. • Understand potential effects to animals and ecosystems in the receiving environment. • Anticipate changes in regulations pertaining to CECs. • Plan for compliance with future regulations. OCSD completed some studies for the GWRS and the expansion of secondary treatment at Plant No.2.These studies focused on addressing both the presence of existing CECS and the approaches for addressing future issues. For the wastewater systems,the concept is to provide the flexibility for future CECs.OCSD did not identify a single treatment plant solution that can address all the CEC classes.Still, OCSD has options.For example,trickling filters (Project No. P2-90) at Plant No.2 have included a solids contact chamber allowing for lower operating costs from the trickling filters while also affording the ability to extend aeration as needed to oxidize certain classes of CECs in the future. With respect to water reuse,process optimization and the design of multiple treatment barriers is the standard to ensure protection of public health and the environment from known and potential health risks. Both water and wastewater treatment systems incorporate these concepts to ensure safe drinking water supplies and to minimize the unexpected discharge of pollutants to the end user (WaterWorld,2007). While the GWRS RO membranes are anticipated to reject CECs,and that advanced oxidation will break down many of the CECs,OCSD may need to implement additional source control measures,plant modifications,enhanced treatment processes,or even new treatment processes to comply with future water reuse regulations(OCSD,2006b).Thus, OCSD staff should continue to follow and potentially participate in developments related to CEC developments and regulations.Steps taken to date include: • GWRS design for advanced oxidation with peroxide and UV. • OCSD efforts to reduce NDMA and 1,4-dioxane,including source-control rerouting of dewatering filtrate/centrate,changing cationic polymers,and monitoring OCSD effluent being supplied to OCWD. • OCSD set levels of service for both NDMA and 1,4-dioxane to thresholds that do not affect reclamation. pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017 A. P6Uap r7 MDM 2017-PhnnhgA 5wgd d x 7-37 70P1lu�SmJGASS V.PIYNS Current programs and policies that will help OCSD address potential issues associated with CECs include: • Comprehensive influent,effluent,and receiving-water monitoring. • Active participation in legislative,regulatory,and permitted actions. • Active participation in POTW associations with focus on new issues of concern. • Active source-control program,including outreach and education to help prevent pharmaceuticals from being discarded in wastewater. • Research program to optimize facilities to meet treatment and regulatory requirements. • Careful consideration of new capital facilities and reasonable expected regulatory requirements. • Triple-bottom-line evaluation of LOS,with regulatory requirements setting the minimum standards. 7.7.2.3 Future Toxicity Issues OCSD implemented full secondary treatment,with secondary treatment facilities having solids retention tunes (SRTs) ranging from about 1 to 7 days. One treatment plant in Southern California,at Inland Empire Utilities Agency,is designed for a 30-day SRT to potentially remove toxicants.However,OCSD does not have space for this type of extended solids system. The USEPA recently banned mfcroplastics in consumer products and is now looking at source control to mitigate such pollution.OCSD should continue to track toxicity events and address them as they develop.The focus of future work may include tracking the toxicant or other environmental stressors like ammonia and microplastics.The planning approach for OCSD is comparable to that described for CECs in the previous section. Current programs and policies that will help OCSD address potential issues associated with toxicity are as follows: • Comprehensive influent,effluent,and receiving-water monitoring. • Active participation in legislative,regulatory,and permitting actions. • An active source control program. • A research program to optimize facilities to meet treatment and regulatory requirements. • Careful consideration of new capital facilities and reasonable expected regulatory requirements. • Triple-bottom-line evaluation of levels of service,with regulatory requirements setting the minimum standards. 7-38 pw.\\QmAo\Acwrem\Ckm/CNIXSD'10339AONIktireabkO20171.is Pba\ al r7 MDFW 2017-Pbr mg An wWn d x ]OPIA*M' I SV.PIYNS 7.7.2.4 Increases in Solids and BOD Loadings to OCSD Refer to Section 7.3.Of particular importance is the observation that,while flows have decreased due to water conservation practice, the solids mass loading to Plant No. 1 and No.2 have increased consistent with population increases in the service area.With lower flows, the concentrations of key constituents have also increased.Future projects need to consider higher solids and BOD loading conditions. 7.7.2.5 SidestreamNbnagement With increased reclamation and presumably tighter discharge and reclamation regulations, side-stream treatment may present new opportunities to treat constituents in their most concentrated states in side-streams throughout the treatment works.The SP-173 Effluent Reuse Study identified the Plant No.2 activated sludge (AS)facility as the future non- reclaimable flow treatment facility.In the future,if the GWRS facility is expanded to accept SARI flows, side-stream treatment of non-reclaimable flows may be necessary. 7.7.2.6 Urban Runoff Nhnagement Dry weather urban runoff is flow released into storm drains during dry weather and generated through lawn irrigation,washing cars,broken water lines,illegal dumping or connections,and other legal and illegal water uses. Runoff,which flows to storm drains and is routed to the ocean,typically contains pathogens,toxics,pesticides,and other materials, all of which can contaminate beaches and lead to beach closures. The results of the Huntington Beach closure investigation,conducted in 1999,indicated that the dry weather urban runoff flowing into the Pacific Ocean through the Talbert Channel may have caused,or contributed to,high bacterial levels along the shoreline. Based on these results,OCSD's Board of Directors agreed to accept and divert dry weather urban runoff into its sewer system for treatment at Plant No. 1 and No.2. Under the current urban runoff policy (Resolution No. 13-09),cities or agencies are authorized to divert a maximum limit of 10 mgd for all pePnutted urban runoff diversions combined. OCSD continues to work closely with Orange County Watersheds,the lead agency that coordinates the cities'efforts in implementing the Water Quality Management Plan required by the County's NPDES permit. Before a diversion is implemented,the proposed project will be presented to Orange County Watersheds Technical Advisory Committee.The committee will evaluate the proposal and, if approved,will put the diversion on its Dry Weather Diversion Priority List.This step ensures that the program's limited capacity is effectively used to improve coastal water quality. There are 21 active urban runoff diversion structures.Of these structures,three are owned and operated by the County of Orange,11 are owned and operated by the City of Huntington Beach,three are owned and operated by the City of Newport Beach,three are pn.\\QmAo\Acwrem\Ckm/CNOCSD'10339PD@'Rtire Wb 017 A.P6Uap ,7MDM 2017-P§vieg 7-39 70PIA*M' IGASSUMIMObS owned and operated by the IRWD,and one is owned and operated by PH Finance(present owner of the Pelican Hill Resort). Recent additions to OCSD's urban runoff program include the Big Canyon Diversion,added in 2015.The Peters Canyon Pipeline Diversion,projected to add up to 1.8 mgd of flow,went on-line in July 2016.In 2017,the City of Newport Beach added the Mid Big Canyon Diversion,a second diversion in the Big Canyon wetlands area.The Delhi Channel Diversion in the City of Santa Ana is currently under construction and may go on-line in 2018. Engineering is working on the sewer connection permit in the City of Costa Mesa for the Delhi Channel Diversion,which is projected to add an additional 1.4 mgd of flow. OCSD has not been contacted by the party responsible for the Urban Runoff Discharge Permit.Two diversions me currently in the proposal stage: the Santa Fe(0.5 mgd) and the Lane(0.5 mgd)flood control channels. Because no recent timeline details or connection inquiries have been received,these diversions are likely several years down the road. Currently,only Santa Ana River,Scenario, and Peters Canyon Pipeline diversions flow to Plant No.1;the remaining diversions along the coast flow to Plant No.2.Between 2016 and 2017,these two diversions discharged 110 million gallons (MG) to Plant No.1,contributing to the flow delivered to GWRS.This amounted to 30 percent of the total urban runoff diverted in those years,averaging 9 million gallons/month each year.Once complete,Delhi Channel Diversion is projected to deliver another 1.4 mgd to Plant No.1.The total volumes of urban runoff discharged in the past six years are summarized in Table 7-24. TAb1E7-24 Dry WeatherDmonn ADMF Year Gallons Discharged(MG) Monthly Avg.Flow Range(MGD) 2011-12 640 0.59 to 3.25 2012-13 516 0.004 to 2.69 2013-14 386 0.59 to 1.72 2014-15 412 0.71 to 1.49 2015-16 262 0.32 to 1.21 2016-17 369 0.18 to 1.58 Source:Effluent Meter Readings-Monthly Report(2011—2017). The downturn in overall volume is likely due to the drought and perhaps the Army Corp.of Engineers retaining more water behind Prado Dam during the dry spell.Despite the numerous diversion deactivation periods during the past winter's rain events (2016-2017), only a slight increase occurred over the previous year.This trend will likely continue as the Peters Canyon Pipeline Diversion settles in and the Mid Big Canyon and possibly the Delhi Channel Diversions begin to contribute flow. Over the past 18 years,OCSD has treated 9.0 billion gallons.OCSD expects to receive between 350 and 600 million gallons per year if current discharge trends remain unchanged. 7-0 pw.\\QmAdncwrem\Cl'ern/CNIXSD']639)00xre bkO20171.is Pbaualar7MDFW 2017-Pbr A wWn d x 70P�ASSa.PIYNS 7.7.2.7 Nanomaterials in the Environment Nanotechnology offers the potential for many useful and valuable commercial and industrial products.Fabricating nanomaterials,however,can introduce nanoparticles and associated processing catalysts,such as nickel, sliver,and cobalt,into wastewater. Little is known about how the physical and chemical characterization of nanoparticles relates to their bio-interactions and their potential environmental consequences.Scientists are studying the human health risks associated with exposure to nanomaterials and the potential ecotoxicity of their release to the environment. OCSD is interested in the findings of this growing body of knowledge,since it will affect decision on controlling and managing the introduction of nanoparticles into its sewer and wastewater treatment systems. 7.7.2.8 Low Effluent Discharge Flow to Ocean Section 7.8.1.1 addresses toxicity with brine discharge at low flows. Below are challenges and considerations for operating the outfall diffuser at these low flows. Low flows increase the likelihood of seawater intrusion into diffuser ports and the resulting bio-growth of sea life in the outfall.This can foul the outfall,affect diffuser fluid dynamics, and potentially decrease capacity. Consideration should be given to installing"red valves"to diffuser ports to both prevent sea life intrusion and assist with diffusion from improved flow jetting. If red valves are installed,they should be completed before flow is reduced to 30 mgd. These valves were installed on other outfalls,specifically at Monterey Regional Water Pollution Control Agency while implementing its water reuse program. 7.7.2.9 State Water Resources Control Board Outlook The next California Ocean Plan update will likely revisit bacterial standards for water contact. Bacterial standards for shellfish will likely remain.However,neither should be an issue for OCSD because of its deep water outfall and submergence of the effluent field. OCSD has also expressed some interest in future source identification of bacterial contamination by DNA tracing. It has expressed some interest in future sediment toxicity from ocean discharges as well.OCSD and the Southern California Coastal Water Research Project(SCCWRP) are ahead of the curve on this issue. Nature Protection Agencies(groups of international,government,or non-government organizations) are looking at sediment quality issues that may affect standards and potentially regulations. pn.\\QmA"\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017 A. P6Uap r7 MDM 2017-PhnnhgA 5wgd d x 741 70PIA*M' IGASSV.PIYNS 7.7.3 Ongoing Flow Projection Issues 7.7.3.1 Expanded GVW Planning The OCSD Board of Directors approved a new five-year Strategic Plan in November 2013 that identified water recycling as a strategic goal for the agency.OCSD recognizes the value of enhancing water supply reliability in a time of persistent drought. Reusing this local resource will support California's efforts to provide a safe,sustainable water supply. OCWD is anticipating a final expansion of the GWRS.This expansion would require a total flow from OCSD of approximately 175 mgd to produce 130 mgd of potable reuse water. Through the SP-173 Effluent Reuse Study,OCSD hopes to understand what it must do to prepare for the GWRS Final Expansion.By supporting the GWRS Final Expansion,OCSD will be able to recycle a majority of the wastewater generated in its service area. The SP-173 Effluent Reuse Study was performed to look at treatment plant and conveyance modifications needed to support the GWRS Final Expansion. Modifications to evaluate include investigating Plant No.2 as a water source for GWRS and the conveyance system needed to deliver the water to GWRS.The balance of secondary effluent needed for the AWTF Final Expansion will come from Plant No.2.To make this possible,five major construction projects on OCSD property will be necessary.These projects are described in the subsections below. 7.7.3.1.1 P2-122 Headworks MFdifications at Plant No.2 Currently,Plant No.2 receives domestic wastewater from the coastal and central Orange County trunk lines. In addition to domestic wastewater,Plant No.2 also receives flows from the Inland Empire Brine Line.This line,also known as the Santa Ana Regional Interceptor (SARI)pipeline,accepts brine wastes from utilities and industries in the Santa Ana Watershed.Because this water contains brine,concentrated waste streams,and effluent from the Stringfellow site in Riverside County,the Division of Drinking Water permit does not allow it to be used as source water for recycling through the AWTF to operate the GWRS. This project will modify the existing OCSD Plant 2 Headworks to dedicate the south half of the Headworks to reclaimable flows and the north half to SARI and side-stream flows.Each half of the Headworks will be isolated from the other by installing automated isolation gates at key locations.A new 66-inch pipeline and flow meter vault will be constructed to bypass the SARI and side-stream flows around the existing metering vault and screen influent channel to a location upstream of the existing bar screens. 7.7.3.1.2 Plant water Pump Station Replacement The Plant Water Pump Station Replacement,which is part of the Ocean Outfall System Rehabilitation Project J-117,will relocate the existing Plant Water Pump Station.This pump station takes its source water from the activated sludge(AS)treatment process and the 742 pw.\\QmAo\Acwrem\Ckm/CNIXSD'10339AONIktireabkO2017 l is Pba\ al r7MDFTP 2017-Pbrmg AnwWn d x 70PIA*M' IGASSV.PIYNS 144-inch SE pipe.After the GWRS Final Expansion,the AS treatment process will treat only SARI and side-stream flows. In addition,the 144-inch SE pipe will contain mainly brine from the GWRS RO process.As a result,the existing Plant Water Pump Station will be relocated to a location more suitable for receiving secondary effluent from the Trickling Filter-Solids Contact(TF-SC) treatment process,which will treat domestic wastewater. 7.7.3.1.3 Plant 2 Effluent Punm Station Proiect This project will construct the Plant 2 Effluent Pump Station to send approximately 50-55 mgd of secondary effluent from OCSD Plant 2 TF-SE process to the GWRS facility. The preliminary pump station layout is estimated to be approximately 47 feet-by-100 feet,with a three duty and one standby pump configuration.The four pumps will be 500-HP vertical turbine pumps.The Plant 2 Effluent Pump Station will take secondary effluent from the 120-inch TF-SE pipeline and boost this flow into a new conveyance pipeline to the GWRS. 7.7.3.1.4 Plant 2 Flow Equalization Proiect A 6-MG,above-grade flow equalization tank will be constructed to equalize secondary effluent pumped from Plant No. 2 to Plant No. 1.In addition,two sets of flow-regulating stations will be constructed to divert secondary effluent from Plant No.2 to the GWRS pipeline. The other station will discharge water from the EQ tank back into the existing buried secondary effluent system. 7.7.3.1.5 Sixty-Six Inch Interplant Five Rehabilitation Proiect OCSD owns an unused 66-inch gravity reinforced concrete pipeline(RCP) that connects Plant No.2 to Plant No. 1.This pipeline was constructed before 1965 and is no longer in service.The pipeline alignment is approximately 3.6 miles from Plant No.2 to Plant 1.After surveying the pipeline's interior,OCSD determined that the pipeline is no longer usable with exposed rebar and deteriorating manholes. To convey secondary effluent from Plant No.2 to the GWRS facility,OCSD will allow OCWD to use the 66-inch existing pipeline and construction easement.To convert this aging gravity RCP into a pressure pipeline so it can convey the effluent pump station discharge,it will be rehabilitated using a trenchless pipe repair method.On the south,the new pipeline will connect to the Plant 2 Effluent Pump Station,and on the north,it will connect to the existing 904nch OCSD Secondary Effluent Junction Box No.6 (SEJB6) influent pipeline at Plant No.1. pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017 A. P6Uap r7 MDM 2017-PhnnhgA 5wgd d x 743 0 P�ASSIr.PIr3PS 7.7.3.2 Upper Basin Flow Nknagement(SAWPA Coordinated Planning)—SARI Water Quality for Reclamation SARI dischargers must meet OCSD's established local discharge limits for heavy metals, BOD,pH,total toxic organics,and pesticides.Table 7-25 lists the constituent limits (established by OCSD)for discharge to the SARI. In addition to the constituent limits identified in Table 7-24,untreated infectious waste is prohibited.Any discharge of infectious waste must be rendered noninfectious before discharge if the infectious waste poses a threat to public health and safety or will violate applicable state and local waste discharge requirements. Current Upper Basin SARI flows include a blend of domestic,highly saline industrial (some with a domestic component),and desalter concentrate. TABLE 7-25 Cuuent Consfiuent Imms for Discharge to SARI Constituent SARI Discharge Limit(mg/L) Arsenic 2.0 Cadmium 1.0 Chromium(Total) 2.0 Copper 3.0 Lead 2.0 Mercury 0.03 Nickel 10.0 Silver 5.0 Zinc 10.0 Cyanide(Total) 5.0 Cyanide(Amenable) 1.0 Polychlorinated biphenyls 0.001 Pesticides 0.001 Total Toxic Organics 0.58 Sulfide(Total) 5.0 Sulfide(Dissolved) 0.5 Oil and Grease of mineral, petroleum origin(total 100.00 petroleum hydrocarbons ITPH]) pH 6to 12 Samples of the SARI flow immediately upstream of the OCSD Green River meter facility (SOl)are taken every week,and an automatic sampler provides 24-hour composite flow sampling. Based on FY 2014-15 sampling,which had an average daily flow of 10.98 mgd,the 7-0 pw.\\QmAo\Acwrem\Ckm/CNIXSD'10339VCOX re bkO20171.is PbaVlarar7 MDB&2017-Pbr mg vn wWiw d x 70P�ASSrr.PIr3PS blended wastewater quality composition at the OCSD meter was characterized as shown in Table 7-26. TABLE 7-26 SARI Quality at the OCSD Ater Facility' Constituent Concentration(mg/L) BOD 37 TSS 121 Notes: 1 OCSD Solids Loading Projection White Paper(2016). The upper watershed is anticipated to eventually eliminate domestic dischargers to the upper SARI. Current industrial dischargers are also expected to possibly have a domestic waste component.This IMP assumed that industrial dischargers can eliminate domestic connections to the SARI system. Once the domestic discharges are eliminated,the remaining discharges are anticipated to include a combination of highly saline industrial wastewater and concentrate from desalters. Based on available information,the existing SARI flows could be characterized for certain key constituents,assuming domestic dischargers are eliminated. If all current domestic wastewater discharges were eliminated from the upper watershed,assuming an average daily flow of about 15 mgd,the resulting blended wastewater quality immediately upstream of the OCSD meter facility would change to the concentration levels identified in Table 7-27. TABIE7-27 Estimated Amage tended SARI Quality AssumingElurmlation ofDomestc Discharges Constituent Concentration(mg/L) BOD 54 TSS 175 Source:SAWPA.2002. Upper SARI Planning Study. As shown in Table 7-26,eliminating domestic discharges would reduce upper SARI BOD and TSS concentrations. Conversely,TDS concentrations would increase,since the dilution effects of the lower TDS domestic wastewater would no longer occur. Characterizing the projected SARI flows is not possible due to the influence of the large volume of proposed highly saline industrial dischargers. Since the characterization of the projected industrial flow is unknown,characterizing the blended saline industrial discharge and desalter concentrate is not possible.In the future,it will also be important to continue to track and characterize what is concentrated in these brines.This is particularly true if heavy industrial dischargers are located in the upper watershed and groundwater desalination over marginal water supplies increase. pn.\\QmAdAcwrem\Cl'em/CNOCSD'H6391ONRhe Wb 017I.ham P6Uap r7MDM 2017-Phnnhg 5wg6and x 745 70PIA*M' IGASSV.PIYNS The California Department of Health Services(DHS)has not approved the SARI line as source water for the GWRS because of the Stringfellow Treatment Plant effluent,dairy wastewater,and other industrial wastes and brines. OCSD,OCWD,and SAWPA should continue to work together to understand the issues with reclamation and the Ifndtation associated with regulation for salt management in both Orange County and the upper watershed. 7.7.3.3 Stormwater Flow Nimagement The June 2005 Peak Flow Management Stormwater Master Plan,Project No.J-67,made recommendations regarding policy and regulatory requirements,storm event design criteria,and the development of a stormwater diversion implementation plan. Because of this effort,engineering design guidelines were revised to design for a 25-year,2-hour storm. Since then,the following projects were completed:P2-66 (Plant 2 Headworks),P2-90(Plant 2 Trickling Filters),P1-76 (Plant 1 Trickling Filters),P1-102(Plant 1 Activated Sludge No.2), and GWRS.These projects demolished old structures and built new structures,radically affecting the footprint and drainage areas at both plants.With these physical changes,a call to reevaluate the plants' grading and drainage areas and to update the Stormwater Master Plan is in order. The existing OCSD stormwater policies,procedures,and practices are outdated and need to be revised and further developed to align with the current NPDES permit requirements.The numerous physical changes to plant facilities require reevaluating drainage and collection facilities to avoid the potential for off-site runoff.Furthermore,all pump station facilities need to be evaluated to ensure that all stormwater flows are captured and treated without leaving the sites. The Stormwater Master Plan,Project No.PS16-01,will update the 2005 Stormwater Master Plan to ensure compliance with current regulations. PS16-01 will reevaluate OCSD's stormwater design standards,assess the capacity of stormwater drainage and collection facilities in off-site pump stations and within the treatment plants,and recommend improvements to ensure that facilities can handle the design peak flows. 7.7.3.4 Inflow and Infiltration Sources of stormwater inflow falls under the following four categories: 1. Through openings in manhole covers. 2. Through roof vents that are part of waste and vent systems connecting to sewer laterals. 3. Through other legally permitted connections to the sewer system,such as bulk containment areas. 4. Through non-permitted(illegal)connections that can originate from various sources. 7-0 p ..\\QmAdAcwrem\Ckm/CNIXSD'10339AONIktireabkO20171.is Pba\ al r7 MwW 2017-Pbr mg An wWn d x 70 P�ASSIr.PIr3PS Stormwater infiltration includes leakage of subsurface water into sewers and manholes from both non-seasonal sources (such as groundwater infiltration) and seasonal sources(such as storm events that lead inundating a portion of a sewer system by creating a localized perched,subsurface water table).Non-seasonal water tables can vary with the Pacific Ocean's tidal action. Seasonal (storm-related)infiltration is typically most pronounced in areas subject to flooding.Infiltration and Inflow(I/I)in the collection system will be further evaluated under PS13-08 Collection Capacity Evaluation Study. Over the next few years,OCSD staff should collect and review the SSMPs from local agencies to understand their approaches to addressing I/I issues in the local collection systems. OCSD's Strategic Business Planning should continue to include strategies to minimize I/I. In addition to continuing to attend the monthly WDRs Working Group, which meets locally,.potential strategies could include the following: • Pursuing region-wide grants from state and federal agencies. • Providing support for local agencies to raise awareness and funding to support local projects. 7.7.3.5 Sea Level Rise and Global Climate Change Global climate change is predicted to cause thermal expansion of sea water,along with partial melting of land-based glaciers and sea-ice,resulting in a rise of sea level.On November 14,2008,Governor Arnold Schwarzenegger issued an executive order directing state agencies to plan for sea level rise and climate impacts.Executive Order(EO)5-13-08 was initiated"to enhance the state's management of climate impacts from sea level rise, increased temperatures,shifting precipitation and extreme weather events." Impacts from climate change could include the following: • Rising seas.The EO identifies seas rising 7 to 23 inches or more over the next century.Such a rise could lead to the following impacts on OCSD facilities: - Increased use of the short outfall due to increased head on the pumps,which would affect the ocean outfall pumping systems. - Potentially reduced capacity of the emergency weirs due higher ocean levels, which would affect Santa Ana River Emergency discharge capacities,locations, and elevations.). • Severe droughts and more intense storms.These factors could increase influent concentration and temperature,increasing odors and corrosion from the sulfide and sulfuric acid generated from increased microbial activity. Chlorine residuals could also be affected due to elevated temperatures. In accordance with the Order,as new information becomes available,the impacts will be assessed to identify any future improvements needed to ensure safe and reliable operations. Although the WERF and EPA are currently performing work in this area,OCSD needs to evaluate site-specific impacts and conduct vulnerability analysis as the information becomes pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017 A.P6Uap ,7 MDM 2017-Pb-h, nano gdan docx 747 70PIA*M' IGASSV.PIYNS available.The results of these studies should provide OCSD with a wide variety of adaptive actions to take to lessen or overcome the adverse effects of climate change. Some suggested long-term planning,engineering standards,and infrastructure design actions that may mitigate the anticipated impacts of climate change on OCSD include: • Encouraging water conservation. • Increasing water recycling. • Utilizing energy-efficient treatment technologies. • Encouraging the use of green energy. • Optimizing the use of digester gas as an energy source. • Incorporating other waste in digester feedstock. 7.7.3.6 Climate Change/Environmental Footprint Initiative Global climate change is gaining considerable interest from both the public and policymakers. In response,OCSD initiated a Climate Change Initiative. As a public agency chartered with the mission to protect public health and the environment,OCSD should demonstrate leadership in this area. Moreover,wastewater operations consume large amounts of energy and produce greenhouse gases(GHG). Despite scientific disagreements on climate change,policymakers are addressing the issue.OCSD has many opportunities to also address these issues and shrink our environmental footprint.This initiative has the following goals: • Calculate the environmental footprint of OCSD's facilities. • Develop outreach materials describing green initiatives undertaken by OCSD. • Evaluate additional initiatives for the OCSD Board to consider. • Evaluate information from OCSD's research program on emerging green technologies. • Maximize the use of renewable fuels (digester gas). OCSD is currently working on a Climate Resiliency Study to study the impacts of storm surges,sea level rise,flood inundation,high tides,etc. on our facilities.The study will also conduct a vulnerability assessment for existing infrastructure and provide design recommendations for future design projects. 7-0 pw.\\QmAo\Acwrem\Ckm/CNIXSD'10339AONIktireabkO20171.is Pba\ al r7 MDFW 2017-Pbr mg An wWn d x 70PIA*M' IGASSV.PIYNS 7.7.4 Ongoing BiosolidsIssues 7.7.4.1 Reactivation and Regrowth in Biosohds Testing for indicator organisms,such as fecal coliform and salmonella,is commonly used as a surrogate for the presence of pathogen in biosolids.In the early 2000s,some utilities reported substantial increases in the densities of indicator organisms following dewatering with high-solids centrifuges. In 2006, the Water Environment Research Foundation(WERF) funded initial research to investigate observations of fecal coliform regrowth in centrifuge dewatered biosolids(Higgins 2006a). Of the seven facilities biosolids cake was sampled from,four indicated signs of possible bacterial reactivation and suggested that high solids centrifuges might be the culprit.Due to the small sample size,no statistically significant conclusions could be drawn.However,the results suggested that thermophilic treatment could have caused bacteria to enter a non- culturable state,but could be"reactivated" during storage. Once reactivated,these reactivated bacteria could experience"regrowth" in the biosolids,triggering an increase in indicator organism levels.The phenomenon of regrowth was considered separate from the phenomenon of a sudden increase of bacteria(increase in densities by as much as 10,000 times). Subsequent research funded by WERF proposed that,using the standard EPA methodology, the enumeration of fecal coliform post-digestion was not accurate, and that the dewatering processes changed conditions such that bacteria were culturable.Thus,the phenomenon of a sudden increase was an enumeration error and was principally related to fecal coliform and E. coli (though not salmonella),not necessarily the pathogens themselves. In other words,while conformance to the time-temperature regime specified by 40 CFR 503 might be adequate for inactivating actual pathogens such as salmonella,it might not be adequate for indicator organisms like fecal coliform,which may enter a non-culturable state.Generally speaking,a significant increase was not observed for mesophilically digested biosolids. The WERF researchers postulated that the reactivation mechanism was particular to high solids dewatering because centrifuge dewatering allowed for proteins and other bioavailable substrates to be released,enhancing bacterial growth, and odorous byproducts to form (Higgins 2006,2008). Subsequent research evaluated the effects of wastewater treatment processes on odors, significant increase,and regrowth (Higgins 2015).OCSD was an active participant in the Technical Advisory Committee for this final phase of research.The 2015 research had several findings with respect to both odors and regrowth: • For mesophilically digested biosolids,odor production generally spiked within the first 24 hours and then rapidly dropped off.Persistent odor compounds tended to develop after storage times of 20 to 30 days and again dropped off after about 100 days of storage. pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017 A. P6Uap r7 MDM 2017-PhnnhgA 5wg6a d x 7J 70PIA*M' IGASSV.PIYNS • A single TPAD facility was evaluated with two digesters in series. This facility did seem to show signs of sudden increase after centrifuge dewatering. • Odors from mesophilic digestion were generally comparable to that of the TPAD plant sampled. • In general,better digestion yielded a lower odor cake. • Parallel research conducted at the University of Arizona showed that at land application sites,the risk from regrowth tends to be low(Zaleski et al.2005,Gerba et al.2008).Land application practices,such as rapid incorporation,can help with mitigating regrowth/promoting bacterial die-off. Introducing moisture,such as rain on field-stored piles,can allow for regrowth. While the mechanisms for reactivation and regrowth are now generally understood,and it is believed that the Class B site restrictions protect public health even when regrowth is experienced,the data for TPAD is extremely limited and no quantitative conclusions can be drawn for impact of centrifuge dewatering on TPAD-digested biosolids. OCSD may wish to collaborate with others pursuing TPAD,such as San Francisco and San Jose,to evaluate best practices for TPAD digestion systems. 7.7.5 Ongoing Air Quality Issues 7.7.5.1 NO$WCs and CO Nhnagement Rule 1110.2 regulates NOX,VOCs,and CO emissions from single-point sources. It applies primarily to the Cengen engines at Plant No.1 and No. 2. On February 1,2008,SCAQMD adopted amendments to Rule 1110.2 that include reducing NOX,VOCs,and CO emissions and improving monitoring,recordkeeping,and reporting requirements for stationary and portable internal combustion engines over 50 brake horse power(bhp) that operate 200 hours per year or more. To address the SCAQMD Rule 1110.2,OCSD implemented the Selective Catalytic Reduction (SCR)project.With this Wile,Air Quality Management Districts (AQMD)regulations are not expected to lead to additional projects in the foreseeable future.However,AQMD has drafted an Air Quality Management Plan that will more closely evaluate NOX emissions from mobile sources. This could affect portable generators used for collection system standby power. Emergency standby generator emissions during generator exercising are also a concern. To reduce emissions during exercising,OCSD may look into technology improvements. 7.7.5.2 Sulfide and Odor Control Currently,OCSD falls under Title V facility requirements. However,OCSD is on the verge of coming out of Title V classification because it is implementing the SCR project.However, volatile organic compound (VOC)emissions,which are not currently included in the Title V 7-50 p ..\\QmAdAcwrem\Ckm/CNIXSD'10339AONIktireabkO20171.is PbaWlal r7 MDFW 2017-Pbr mg An wWn d x 70PIA*M' IGASSUfIYNS inventory,could be included in the future.This could result in continued Title V classification. References: Gerba,C.P.,N. Castro-del Campo,J.P.Brooks,and I.L. Pepper. Exposure and Risk Assessment of Salmonella in Recycled Residuals.Water Science and Technology. 2008. Higgins,M.J.,Y.C.Chen,S.N.Murthy,and D.Hendrickson. (2006a)Examination of Reactivation of Fecal Coliforms in Anaerobically Digested Biosolids.Water Environment Research Foundation Report No. 03-CIS-13T,Alexandria,VA. Higgins,M.J.,S.N.Murthy,and Y.C. Chen. (2006 b)Understanding Factors Affecting Conditioning and Dewatering.Water Environment Research Foundation Report No. 01- CTS-1,Alexandria,VA. Higgins,M.J.,Y.C.Chen,S.N.Murthy, and D.Hendrickson(2008 a) Evaluation of Bacterial Pathogen and Indicator Densities After Dewatering of Anaerobically Digested Biosolids: Phase II and III.Water Environment Research Foundation Report No. 04-CTS-3T. Alexandria,VA. Higgins,M.J. and S.N.Murthy. (2015) Modifications to Improve Management of Biosolids: Regrowth,Odors,and Sudden Increase in Indicator Organisms.Water Environment Research Foundation Report No.SRSK4T08. Alexandria,VA. Zaleski,K.J.,K.L.Josephson,C.P.Gerba,and I.L.Pepper.Survival,Growth,and Regrowth of Enteric Indicator and Pathogenic Bacteria in Biosolids,Compost,Soil,and Land Applied Biosolids.Journal of Residuals Science and Technology,Vol.2,No.1 January 2005. pn.\\QmAo\Acwrem\Ckm/CNOCSD'103391ONRhre Wb 017 A. P6Uap r7 MDM 2017-PhnnhgA 5wg6a d x 7-51 Draft Report Orange County Sanitation District Facilities Master Plan 2017 Chapter 8 End of Life Assessment .4 November 2017 pv\\CambUbcwrema\(lemMNOLSD'16339PDbRMenbles2011"Swrftn\Ompzr 8 MDEW W17-E of Mafya .d Contents Chapter 8 Section Page 8.0 End of Life Assessment.............................................................................................................8-1 8.1 Overview......................................................................................................................................8-1 8.2 Condition Assessment................................................................................................................8-2 8.2.1 Physical Site Visits Condition Assessment Process....................................................8-2 8.2.1.1 Research and Material Preparation for Site Visits.......................................8-3 8.2.1.2 SP-151 RUL-Reference Used to Estimate Asset Life.................................84 8.2.1.3 Record Drawings.............................................................................................84 8.2.1.4 2009 Facilities Master Plan..............................................................................84 8.2.1.5 Component Scoring.........................................................................................8-5 8.2.1.6 Theoretical RUL vs Field Adjusted RUL......................................................8-5 8.2.1.7 Site Visits...........................................................................................................8-6 8.2.1.8 Condition-based Likelihood of Failure (LoF) Score based on Site Visits.8-6 8.2.1.9 Results of Site Visits Assessment...................................................................8-6 8.2.2 CCTV Inspection Condition Assessment Process.....................................................8-14 8.2.2.1 Quality Assessment/Quality Control Review...........................................8-14 8.2.2.2 Collections System-CCTV Data Review..................................................8-14 8.2.2.3 CCTV Data Cleansing...................................................................................8-13 8.2.2.4 Condition-based Lop Score based on CCTV Inspection..........................8-15 8.2.2.5 Results of InfoMaster Assessment...............................................................8-19 8.3 Capacity Assessment................................................................................................................8-21 8.3.1 Hydraulic Capacity Assessment..................................................................................8-21 8.3.2 Loading Capacity Assessment.....................................................................................8-23 8.3.2.1 Influent BOD and TSS Loading Projections...............................................8-23 8.3.2.2 Secondary Treatment Loading Capacity Assessment..............................8-23 8.3.2.3 Solids Handling Loading Capacity Assessment.......................................8-24 8.3.3 Capacity-based Lop Scoring.........................................................................................8-25 8.3.4 Collection System Capacity Analysis..........................................................................8-25 8.4 Redundancy Assessment.........................................................................................................8-25 8.4.1 Results of Redundancy Assessment............................................................................8-25 8.4.1.1 W Backwash from OCWD at Plant 1.........................................................8-25 8.4.1.2 SCE Feed at Plant 2........................................................................................8-26 8.4.2 Redundancy-based LoF Scoring..................................................................................8-26 W17 1 WrPhn� r 8 MDM W17-EW on&MaFyau.dex I S.OE OFLFEASSESSh 8.5 Regulations Assessment...........................................................................................................8-26 8.5.1 Regulation-based Lop Scoring.....................................................................................8-26 8.5.2 Results of Regulation Assessment...............................................................................8-27 8.5.2.1 Operations/Control Center Building at Plant No.2.................................8-27 8.6 OCSD Initiatives........................................................................................................................8-27 8.6.1 Customer Service Assessment......................................................................................8-27 8.6.2 Public Funds Management Assessment.....................................................................8-27 8.6.2.1 DAFT Facility at Plant No. 1.........................................................................8-28 8.6.2.2 Plant Water Pump Station and 12 kV Distribution Center A at PlantNo. 2.......................................................................................................................8-28 8.6.2.3 Sodium Bisulfite and Bleach Station at Plant 2..........................................8-28 8.6.3 Stakeholder Understanding and Support Assessment.............................................8-28 8.6.3.1 Wastehauler Station at Plant 1.....................................................................8-29 8.6.3.2 GWRS Expansion...........................................................................................8-29 8.6.4 Public Health and the Environment Assessment......................................................8-29 8.6.5 Organizational Effectiveness Assessment..................................................................8-29 8.7 Health and Safety Assessment................................................................................................8-30 8.8 Seismic Assessment..................................................................................................................8-30 Tables Table 8-1 Estimated Remaining Useful Life (RUL) Score Chart..................................................8-2 Table 8-2 Example Condition Assessment Scorecard Header......................................................8-4 Table 8-3 Defect Codes Included in InfoMaster Review.............................................................8-16 Table 8-4 Pipe Scoring Methodology Advantages and Disadvantages....................................8-18 Table 8-5 Condition-Based LoF Score Chart for CCTV Inspection............................................8-19 Table 8-6 Lop Score Summary of OCSD Collection System Pipelines......................................8-19 Table 8-7 Plant 1 Treatment Capacities..........................................................................................8-22 Table 8-8 Secondary Processes Treatment Capacities.................................................................8-23 Figures Figure 8-1 OCSD Collection System CCTV Data of the 292 Miles..........................................8-15 Figure 8-2 LoF Score Map for OCSD Collection System..........................................................8-20 Figure 8-3 Capacity and Projected Peak Influent Wet Weather Flows (PWWF) Assuming 2000 and 2015 per Capita Generation Rates.........................................8-22 Figure 8-4 Secondary treatment BOD and TSS loading projections for years 2017-2035 and existing secondary treatment capacities .........................................................8-24 0 OCSDR&2017-E oFl Aatyn,. x UEmOFUTASSESSt 8.0 End of Life Assessment 8.1 Overview This chapter presents the methodology for and results of the end-of-life assessment conducted for the 2017 Master Plan.An end-of-life assessment is essentially an estimate of when a particular asset,facility,or process will fail to serve its intended purpose or perform its intended function.To restore its intended function,the asset typically requires major rehabilitation,expansion,or replacement. The main purpose of the end-of-life assessment is to predict and plan for projects that will need to be implemented over the Master Plans 20-year planning period.Estimating end of life often involves assessing various modes of failure,since facilities often provide multiple or different functions.The failure modes applicable to Orange County Sanitation District(OCSD)facilities and evaluated in this chapter are: 1. Condition-based 2. Capacity-based 3. Redundancy-based 4. Regulations-based 5. Initiative-based 6. Health and Safety-based 7. Seismic-based Each of mode of failures will have an attributed end of life that corresponds to a Likelihood of Failure(LoF) score.These scores are on a scale of one to five,shown in Table 8-1,and were assigned as follows: • A score of one was assigned to a facility/process area with an estimated remaining useful life of 20 years or greater. • A score of two was assigned to a facility/process area with an estimated remaining useful life of 16 to 20 years.A score of three was assigned to a facility/process area with an estimated remaining useful life of 11 to 15 years. • A score of four was assigned to a facility/process area having an estimated remaining useful life of 6 to 10 years. • A score of five was assigned to a facility/process area having a remaining useful life of 0 to 5 years. Each of mode of failure and the methodology to develop LoF scores are addressed in more detail in Technical Memorandum 6-Project Identification and Prioritization Methodology, contained in Appendix A,with the approach and results summarized in this chapter. pv\\CambUbcwrema\(lemMNOLS�'16339PDbRMenbles2011"Swrftn\Ompzr 8=DFW W17-E on£Mafya .d &] 8.0E OFUMMSESSh TABLE 8-1 Estimated Rcmaiiing Lfscfidl£OUJP Score Chart LoF Score Estimated Remaining Useful Life(RUL) 1 20+years to End of Life 2 16-20 years to End of Life 3 11-15 years to End of Life 4 6-10 years to End of Life 5 0-5 years to End of Life 8.2 Condition Assessment A condition assessment was performed for the collection system and for a number of OCSD's aging treatment facilities.This assessment was done to determine the physical condition of the facilities relative to when they will likely need rehabilitation or replacement to continue to provide reliable service. For condition assessments of Plant No. 1 and No.2 facilities and for collection system pump stations,an inspection team conducted physical site visits of select older facilities. For the collection system sewer lines, the condition assessment involved analyzing OCSUs closed circuit television(CCTV)inspection data. As part of its ongoing collection system condition assessment program,OCSD periodically inspects its trunk line collection system using CCTV contractors. The contractors use the National Association of Sewer Service Companies' (NASSCO)Pipeline Assessment and Certification Program(PACP) coding to record observations and defects during the inspections. The PACP results,provided by OCSD,and associated videos were used to evaluate the condition of the collection system pipes. The data was then used to develop condition-based LoF scores. 8.2.1 Physical Site Msits Condition Assessment Process A total of 23 facilities were scheduled for a site visit and physical condition assessment;14 plant facilities and 9 collection system pump stations.The 23 facilities were selected based on their age.These facilities represent older facilities that may need rehabilitation or replacement over the next 20 years.Facilities recently constructed or rehabilitated and facilities already scheduled for rehabilitation or replacement were not included.The inspection team generally included a team leader,structural lead,mechanical process lead,civil lead,and an electrical lead. The following steps were taken to conduct the OCSD facilities condition assessment: 1. Review current and future projects to determine which assets were not already being assessed or considered for rehabilitation and replacement. 8-2 MSDFW 2017-E oFl Poatyn,. x &OE GFMASSMSt 2. Using the OCSD Job Index maps and OCSD Project Library, gather available record drawings that pertained to facilities selected for assessment. 3. Set up data collection workshops with OCSD to gather information about rehabilitation and replacement history.Discuss new or unresolved issues from the 2009 Facilities Master Plan and consider them for the condition assessment work. 8.2.1.1 Research and Ivhterial Preparation for Site Visits To facilitate note taking and provide effective and coordinated site visits,a scorecard was prepared for each facility.A scorecard is a document prepared using a matrix that lists all components within the facility and relevant information on the components.The scorecard also contains a column to enter scores assigned using visual assessment.Scorecards include the following information: • Facility and components • Description • Year Built • Original Project • Useful Life(SP-151) • Rehab Cycle(SP-151) • Rehab Project • Year Since Last Rehab • Estimated Remaining Useful Life (RUL) • Field Adjusted RUL The first column provides the facility name and location and lists major and support components within each discipline.In the"Description' column,specific details on facility components are listed.For instance,when assessing pump stations,information includes pump horsepower,capacity,and total dynamic head. The"Year Built" column lists the year stamped on the record drawings for the components constructed. The"Original Project' column lists the OCSD project number that corresponds to the record drawings and to the components they were constructed under. In the"Useful Life(SP-151)" column,the theoretical useful life of the component(in years) was listed as provided in the 2012 asset management study:Project No.SP-151,Asset Management Useful Lives.In the"Rehab Cycle (SP-151)" Column,the expected rehabilitation cycle length of the component(in years) was listed as provided in the 2012 asset management study:Project No.SP-151,Asset Management Useful Lives. The"Rehab Project' column lists the OCSD Project Number under which any rehabilitation work was completed for that particular component.The"Years Since Last Rehab"column lists the number of years since the last rehabilitation project was completed.If no rehabilitations had been performed,the"years since original construction'was listed instead. In the"Estimated Remaining Useful Life Column,the number of years left to either replace or rehabilitate the component(whichever comes first) was listed. Numbers with parenthesis indicated that the component was overdue for either a replacement or rehabilitation for the number of years indicated. pv\\CambUbcwrema\(lemMNOLS�'10339PDbRMenbles2011"Swrftn\Ompzr 8 MDM W17-F of Mafya .d 83 8.0ENDOFUMASSBSh See Table 8-2 for an example of the scorecard header,which includes all columns defined in this section. TABLE 8-2 Example Cmdmon Assessment Scmccanl Header a Field Adj RUL s s 0! 1=RUL>20 Years � � � ' a � y � H � aS _ 2=RUL 15 to 20 Years Facility Year .Er'� mod. m p E E m ' 3=RUL 10 to 15 Years m 'm tug i' mw Eu Y Q m m Tn m m m . m m 4=RUL5lo1OYears Name Description Built O a tY Cl C a` Y m W = 5=RUL<5 Years Component 8.2.1.2 SP-151RUL—Reference Used to Estimate Asset Life Under the SP-151 project,the TEAMPlan model used to forecast renewal (rehabilitation and replacement) capital funding needs was reviewed and validated.The model includes a broad listing of OCSD asset classes maintained by OCSD.For each asset class,the model includes the count of the particular asset class, the value assigned to the class,the expected useful life,and the rehabilitation frequency before the asset reaches the end of its useful life. The Project No.SP-151 study includes recommendations that were used to populate the estimated useful life of each equipment assessed in the field during the site visits.For more details on this study,refer to Appendix D. 8.2.1.3 Record Drawings Record drawings relevant to the facilities scheduled for visitation were obtained from the OCSD Job-Index Maps for Plant No. 1 and Plant No.2(updated August 2011) and data collection workshops.Information gathered from the record drawings include the year the facility was constructed,the year the equipment was installed,and the equipment installed,as well as its quantity and location.Using this information, the scorecards were prepared to assess the overall facilities/systems. 8.2.1.4 2009 Facilities M3sterPlan The 2009 Facilities Master Plan was also referenced to identify all issues that OCSD logged for any facility.Those issues were checked to determine if they had been resolved or were outstanding.A list of outstanding issues was provided for the field visit to analyze further with the OCSD operations staff. 84 OL3DFAR20r1-E oFl Poatyn,. x &OEmOFMMSESSt 8.2.1.5 Component Scoring Components received scores on a scale of one to five.These scores were assigned during each site visit,based on OCSD operations staff's input and visual inspections while in the facility. The scores were assigned as follows: • A score of one was assigned to a component with an estimated remaining useful life of 20 years or greater. • A score of two was assigned to a component with an estimated remaining useful life of 16 to 20 years. • A score of three was assigned to a component with an estimated remaining useful life of 11 to 15 years. • A score of four was assigned to a component with an estimated remaining useful life of 6to 10 years. • A score of five was assigned to a component with a remaining useful life of 0 to 5 years. As mentioned previously,a score of one assigned to equipment meant that the equipment could still function as intended for at least another 20 years.With this rating,the equipment fell outside the 20-year Capital Improvement Program(CIP) timeline.This assessment was documented for record keeping and for future reference purposes. 8.2.1.6 'Theoretical RUL vs Field Adjusted RUL The theoretical RUL ("Estimated Remaining Useful Life' column)was the calculated RUL for equipment in the SP-151 study.The field-adjusted RUL was a separate score given to equipment after the visual inspection was completed and OCSD operations staff provided commentary and answered any questions the inspection team had before,during,or after the site visit. For example,after completing the record drawing research and referring to the SP-151 study,a component may have been assigned an estimated RUL of ten years,which would be a score of three.However,during the field assessment,the equipment was estimated to remain functional longer. Thus,the field adjusted RUL score could be changed to reflect the field assessment,such as a score of two. This meant the equipment had an adjusted RUL of 15 to 20 years. pv\\CambUbcwrema\(lemMNOLSIV10339PDbLtMenbles2011"Swrftn\Ompzr 8 MDM W17-End ofl£Mafya .d 85 8.0EM0FUFEMSESSh 8.2.1.7 Site Visits Site visits included visual inspections,interviews,and commentary provided by OCSD operations and maintenance(O&M) staff. Site visits did not include testing or sampling.Site visits were conducted in the following sequence: 1. The inspection team reviewed previous recorded issues and current and future OCSD projects with OCSD O&M staff that were relevant to the facility site visit.This discussion was held prior to visual inspections of the facility. 2. OCSD O&M staff participated in the inspection and provided further insight to issues discussed in the pre-site visit meeting.The inspection team visually inspected the facility and recorded notes in the appropriate section of the scorecard. 3. After the visual inspection and walk-through with OCSD O&M staff,the inspection team gathered to discuss scores given to all components. 4. A consensus was made on the consistency of scores for each component. 5. A master scorecard was created to reflect the consensus outcome of the visual inspection and discussion. 8.2.1.8 Condition-based likelihood of Failure (LoF)Score based on Site Visits Using engineering judgment,OCSD O&M staff input,knowledge of the facilities,and the individual equipment scores,a facility/process area was assigned an overall score that positioned it on the 20-year CIP timeline.This score was referred to as the condition-based Likelihood of Failure score,or LoF score.More detailed information on the scoring methodology can be referenced in Technical Memorandum 6-Project Identification and Prioritization Methodology,contained in Appendix A. 8.2.1.9 Results of Site Visits Assessment This section summarizes the results of the assessments.Recommendations considered the following factors:scores assigned during site visits,other OCSD current and future project scopes,OCSD O&M staff input,and whether replacing components/systems under OCSD's maintenance program was an option.For a detailed assessment scorecard on the facilities visually assessed,refer to Appendix E. 8.2.1.9.1 Central Generation(CenGen)at Plant 1 Overall,Plant 1 CenGen was in sound structural condition.Due to the nature of the CenGen Facility,many large equipment and process loops have been rebuilt or are part of a regular maintenance program.A future project will be needed to address the overall CenGen Facility, particularly the equipment that is too large to be rebuilt through regular maintenance. The electrical process and distribution equipment was in excellent condition.The 12-kV feeders and switchgear will be replaced under a future project. No operational issues were identified. 8-6 A.Pl AOm ,S OL3DPW 2017-EMoFli6 Poatyno.docx U nOOFUMMSESSt 8.2.1.9.2 CenGen at Plant 2 Similar to the Plant 1 CenGen,the Plant 2 CenGen was in structurally sound condition. Due to the nature of the CenGen Facility,many large equipment and process loops have been rebuilt or are part of a regular maintenance program. A future project will be needed to address the overall CenGen Facility,particularly the equipment that is too large to be rebuilt through regular maintenance. The electrical process and distribution equipment was in excellent condition,except for the alternators and the 12-kV feeders and switchgear.This equipment is part of a replacement project scheduled to start in early 2022.No operational issues were identified. 8.2.1.9.3 City Water Pump Station at Plant 1 The Plant 1 City Water Pump Station is still in very good structural condition 25 years after its original construction. The existing pumps have been rehabilitated and are performing adequately and as designed. The ventilation system showed no issues with its performance.The 10-inch Gty water pipe showed signs of possible corrosion. As a result,a condition assessment of its interior is highly recommended. Electrical process and distribution equipment were in good shape,and no operational issues were identified. 8.2.1.9.4 City Water Pump Station at Plant 2 The Plant 2 City Water Pump Station is still in very good structural condition 22 years after its original construction. The existing pumps in this pump station have had repair work done and are not experiencing any operational issues.All pumps performed as designed,and the ventilation system showed no issues with its condition.Electrical process and distribution equipment were in good shape, and no operational issues were identified. However,the 12-inch City Water suction piping and air break tanks showed significant corrosion at the joints on the suction header and base of the tank,respectively. 8.2.1.9.5 Plant Water Pump Station at Plant 1 The Plant 1 Plant Water Pump Station showed signs of deterioration,specifically settlement and cracking of structural slabs.The containment walls around the transformers me also cracking from the settling. pv\\CambUbcwrema\(lemMNOLS�'16339PDbLtMenbles2011"Swrftn\Ompzr 8 MDM W17-F on£Mafya .d 8J UnoOFUMMSBSh The pumps in this pump station are routinely rehabilitated through regular maintenance.All pumps performed adequately and as designed.The pump station's ventilation system showed no issues with its condition;however, there were vibration and noise issues.Thus,a heat load study for the HVAC system is highly recommended. Major plant water piping within the Plant Water Pump Station was in good condition overall and showed no signs of corrosion.A reclaimed water line within the pump station was leaking onto a plant water line,which could cause corrosion if left unprotected.An OCSD O&M staff accompanying the Condition Assessment Team was notified of the leaking pipe. Electrical process and distribution equipment were in good shape,and no operational issues were identified. 8.2.1.9.6 Pricnary Clarifiers 6-31 PCs 6-31 require rehabilitation. Issues identified in the field include cracking on the south wall, no drainage on roof,floor drain problems causing drainage to collect in the stairwells, accumulation of grit in the center feed channel,and the center feed channel not being maintenance friendly. The effluent distribution box manhole for PCs 16-31 has corrosion,no odor control,and no venting.An inspection of this manhole is recommended. Channel air blowers for PCs 645 are aged and are approaching the end of their useful life.The life expectancy of the channel air blowers for PCs 16-31 can be increased with increased air ventilation. Clarifier mechanisms for PCs 6-31 also require rehabilitation.The chains and components are failing and are due for replacement.For PCs 6-31,effluent and influent gates and the scum gates are old,and most are not actuated as preferred by O&M.Lastly,PCs 6-15 experienced failures in the coatings on the primary effluent piping,and PCs 16-31 me experiencing corrosion and groundwater intrusion in the foul air piping. 8.2.1.9.7 Primary influent Sufitter Box(PISBI The PISB in PCs 6-31 are generally in good structural condition however,Project No. P1-126 will involve structural repairs for concrete necessary to extend the useful life of the structure. PISB launders are unlined and are in poor condition; one launder has shattered,and there is poor odor control. PISB issues highlighted by OCSD's O&M staff include the inlet gates leak,do not seat properly, and are not exercised regularly,and the scum removal does not work effectively.Furthermore, the east side of PCs 6-15 was not available at the time of inspection.To confirm capacity, a hydraulic calculation is needed. 88 pw'AACvdbLLhv�e��QmtlCNOL3D'165394DNRtireadesRAl�M1hata Plen�apmrB OCSDR&2017-9 oFl Poatyn,. x U nOOFUFEMSESSt 8.2.1.9.8 Primary Sludge 6-31 The Primary Sludge Gallery for PCs 6-31 requires rehabilitation. The Primary Sludge Gallery experiences similar issues as PCs 6-31,which include cracking on the south wall,no drainage on roof,floor drain problems causing drainage to collect in the stairwell,accumulation of grit in the center feed charmel,and the center feed charmel not being maintenance-friendly. PCs 6-15 sludge pumps me approaching the end of their useful life expectancy and should be studied under Project No.P1-101 to meet the needs of the new sludge thickening facility.The westside sludge pumps in PCs 16-31 are approaching the end of their useful life,and the scum pumps have exceeded their life expectancy,so adding a standby pump is recommended.These pumps also lack redundancy.The eastside sludge pumps in PCs 16-31 were replaced in 2015 under Project No.P1-124.Scum piping for PCs 6-31 has exceeded its useful life expectancy,and maintenance is increasingly needed. 8.2.1.9.9 Trickling Filters at Plant No. 1 The Trickling Filters at Plant No. 1 have no major structural issues.Some mechanical issues highlighted during the site visit include distributor drive lip seals that do not seal and have accessibility issues,media that seems to get over heated,and condensate that leaks from ventilation fans,causing water to puddle.Because of these issues,an inspection of the media is recommended. The trickling filter pump station was operating well;however,snails were present,which could damage the trickling filter feed pumps.The life expectancy of these pumps could be significantly increased with proper snail control. The sludge/scum pump station did not experience any major issues overall,except that the scum pumps are undersized and are not being used. An evaluation is recommended to determine whether the existing pumps have sufficient capacity and the ventilation provisions require modification or removal. The process-bearing structures for the Trickling Filter Clarifiers at Plant No.1 are in excellent condition.The major collector system is experiencing normal wear and tear and has an expected RUL of approximately 10 years.Occasionally,birds could enter the clarifiers and cause damage, and an engineered solution may be needed to prevent this. 8.2.1.9.10 Activated Sludge (AS-1)at Plant 1 The blowers located in the AS-1 facility require frequent maintenance,and OCSD O&M staff experiences problems with replacement parts because of the age of the blowers.Air handling units are serviceable,but are approaching the end of their useful life.VFD/soft starts in all equipment should be replaced,since they are also approaching the end of their useful life. pv\\CambUbcwrema\(lemMNOLS�'16339PDbLtMenbles2011"Swrftn\Ompzr 8 MDM W17-Er on£MaFyau.d 8-9 UEMOFUFEASSESSh Aeration basins have the following structural issues: the north slab does not drain properly, there is damage on the precast covers,and the rebar is corroding.Mechanical issues identified in the aeration basins include the diffusers membranes approaching the end of their useful life and leakage noted in the gates.A condition assessment is recommended for all civil piping in this facility,based on age. The piping,valves,and piping supports in the Returned Activated Sludge(RAS)Pump Station at Plant No. 1 is failing.The Waste Activated Sludge(WAS)Pump Station had no issues during the site visit. The walls in the clarifiers for AS-1 are cracking,and some of the piping in the tunnels is deteriorated and requires assessment. Due to safety concerns,an evaluation of the inlet gates' design is recommended. The Primary Effluent Pump Station(PEPS)had major pumping deficiencies.Pump No. 1 is experiencing accessibility issues and needs a VFD.Pump No.3 is out of service,and rehabilitation of the ventilation fans is recommended. Piping,such as drain,Plant Water piping, and the 72-inch butterfly valve,is corroded,and the butterfly valve has exceeded its useful life. 8.2.1.9.11 Activated Sludge at Plant 2 The oxygen delivery/storage facility was operating as designed but had issues with cracking and spalling and with performing maintenance on the vaporizers. The aeration basins in the Activated Sludge Facility have pervasive cracks and spalling on the deck and are experiencing leakages,corrosion of the reinforcement,access issues,exposed aggregate at the top of the influent spatter box,cracks on the walls and ceiling of the aeration basins,sealing issues with inlet gates,and corrosion on the vent valves and the entire piping system. The north wall of clarifiers comprising the Activated Sludge Facility are experiencing pervasive wall cracking and show evidence of past leaks,groundwater leakage,corrosion,and corrosion on RAS piping.The inlet gates also have short life expectancies due to the marine environment. All piping in the RAS/WAS pump stations have plugging issues with drains and issues with dampeners and redundancy in the ventilation system. During the inspection of the PEPS,no major issues were identified.PEPS appears to function as designed and is experiencing only minor issues,such as roof leaks and some concrete spalling between blowers and the main floor. 8.2.1.9.12 Waste SideStream Pumy Stations (WSSPS)at Plant 11b. 1 The basement in the Waste Side-Stream Pump Station No. 1 has minor concrete cracking,and additional settlement is evident in the hardscape around the perimeter.However,the structure is in good shape overall. MO OCSDPW 2017-E oFl Aatyn,. x &OnOOFUIMMSESSt The roof deck in Waste Side Stream Pump Station No. 2 is experiencing hairline cracks; however,no issues were identified during the inspection of this facility. 8.2.1.9.13 Waste Side Stream Pump Station f WSSPSI at Plant 11b.2 Waste Side Stream Pump Station 2A is experiencing minor structural issues and major water damage issues to motors caused by flooding.There is significant corrosion on the steel piping within this facility. Waste Side Stream Pump Station C is the newer facility between 2A and C.The issues this facility is experiencing are due to chemical incompatibility.This pump station receives chemical drains from the North Scrubber Complex. Heavy corrosion is evident on the stainless steel appurtenances on south wet well,pumps,piping,and motors,resulting in a shortened life cycle. 8.2.1.9.14 Service Center at Plant Nb. 2 The Electrical Service Center at Plant No.2 appears to be in very good condition,with some evidence of roof leakage on northeast and southeast comers of the building and leakage through wall penetrations in basement north wall.There are minor issues with condensate collecting in the ducts and leaking out to the floor. 8.2.1.9.15 Truck Loading Facility at Plant Nb.2 Structurally,the truck loading facility at Plant No.2 is in good condition and is only experiencing issues with some hatches not closing.Some damage to the duct and supports is also evident. There are minor valve issues with the screw conveyors and vibrating issues with the sliding frames;the hydraulic units and cylinders me approaching the end of their useful life;and weight scales are experiencing minor corrosion and spalled concrete around the frame. Furthermore, the knife gates have valve issues;the scale wash-down system is non-operational; reclaimed water piping is experiencing corrosion and is approaching the end of its useful life; and the MCC controls are not functional. 8.2.1.9.160IFSite Puma Stations Nine of the 15 pump stations were inspected.Those visually inspected were older facilities that lacked a planned CIP project to rehabilitate,replace,or abandon the pump station. 8.2.1.9.17 Crystal Cove Pump Station The Crystal Cove Pump Station experiences minor issues,but functions well overall. Minor issues include some concrete spalling around pipe penetrations and differential settlement of pavement throughout this pump station.There are also very minor coating and corrosion issues pv\\CambUbcwrema\(lemMNOLSp'10339PDbRMenbles2011"Swrftn\Ompzr 8=DR&W17-F ofl£MaFyau.d 8_11 8.0EMOFUMASSBSh on the flanges,support piping,motors,and aged force mains.The switchgear is experiencing medium rust and is near or at the end of its useful life. 8.2.1.9.18 MacArthur Avenue Pump Station The MacArthur Avenue Pump Station is nearly 60 years old. The equipment in this facility is very old and is therefore experiencing issues with functionality and efficiency.The wet well is experiencing minor cracking; the block wall outside the pump station is in poor condition and shows signs of moisture damage;there is concrete spalling at the valve vault;and rebar is corroding.Some pumps have issues with leakage and corrosion. This pump station lacks an odor control system.The motor control center(MCC),switchgear, and transformers me at the end of their useful life. The conduit seals also don't meet the requirements of NFPA 820. 8.2.1.9.19 Nhin Street Pump Station The Main Street Pump Station is experiencing large spalls in the wet well and shows evidence of a leak at a pipe penetration from the southeast valve vault.Typical radial cracking is evident at the manholes;a manhole cover is broken and leaking;corrosion is evident around the manhole;and severe rebar corrosion is causing PVC liner failure at the diversion box access hatch. The pump support for Pump No. 1 has moderate corrosion,and there are minor coating issues with Pump No.1 and 5.The DIP force main(Baker West)has a bulkhead and is not receiving flows. The switchgear for the pump station was recently repaired by OCSD O&M staff due to internal component failure.Discussions with OCSD O&M staff indicated that the main disconnect switch will not open.The existing switchgear is approximately 18 years old,making it difficult to find replacement parts,reducing its ability to be repaired. 8.2.1.9.20Co0eee Avenue Pump Station The College Avenue Pump Station was in good condition,with no major issues identified during visual inspection. 8.2.1.9.21 A Street Pump Station The A Street Pump Station experiences minor issues,such as failure of the aluminum safety grate under each wet well hatch due to corrosion,groundwater intrusion through the floor and wall at the pump room's construction joint,Pump No. 1 pipe penetration into the wet well wall showing signs of previous leakage,a lack of corrosion protection on force mains,and inadequate emergency fighting and working clearance from the switchboard to CRISP. M2 O DR&2017-E on Aatyn,. x UEmOFHTASSESSt 8.2.1.9.2215th Street Pump Station The 15th Street Pump Station is very similar to the A Street Pump Station and is experiencing similar issues.These issues include delamination of coating at the southernmost lid of the wet well access manhole and groundwater intrusion through the floor and wall at the construction joint of the pump room.Furthermore,Pump No.2 has minor corrosion on support piping; the force mains lack corrosion protection;and there is inadequate emergency fighting and working clearance from the MCC to CRISP. 8.2.1.9.23 Lido Pump Station The Lido Pump Station is experiencing delamination of the T-lock at the manhole cover's roof, concrete deterioration and cracking at the underside of the manhole riser,exposed rebar at the pump pad,and corrosion at the pipe support base plate.There also are air lock issues because of the pumps' orientation,as well as minor corrosion on Pump No. 2 and No.3.There is inadequate emergency lighting and inadequate working clearance in front of the switchgem equipment. 8.2.1.9.24Edineer Avenue Pump Station The Edinger Avenue Pump Station,which is over 50 years old,was among the pump stations in very poor condition.The wet well is circular and unlined. There is paint failure throughout the pump station and some concrete cracking at the walls,with evidence of groundwater intrusion. Walls me experiencing hairline cracks,minor spalfing in the access lid,and settlement of the sidewalk and curb around the pump station.Furthermore,this pump station has access and safety issues. One of the pump station's two pumps was not working during the inspection and had minor coating issues.This pump station's ventilation system and MCC are also approaching the end of their expected remaining useful life. 8.2.1.9.25 Slater Avenue Pump Station The Slater Avenue Pump Station is experiencing heavy corrosion staining at manhole covers above the wet well.The inside pump station room has a hydrogen sulfide odor; sewage is leaking from pumps;there is evidence of leakage through the link seal at wall penetrations;the floor drain area for Pump No.1 has exposed aggregate erosion,possibly due to acid;and minor cracks were noticed in the west wall of the pump room,with evidence of groundwater intrusion. The pumps at Slater must be de-ragged once or twice a week. Furthermore, a couple of pumps are leaking to the ground,floor drains are clogged,and the facility lacks an odor control system. The pump station's variable frequency drives(VFDs) are also aged and undersized,and the generator is experiencing significant leaking,requiring heavy maintenance. pv\\CambUbcwrema\(lemMNOLSn'16339PDbRMenbles2011"Swrftn\Ompzr 8 MDM W17-E on£Mafya .d &13 8.0MU0FUMMSa8Sh 8.2.2 CCIVInspection Condition Assessment Process OCSD collection system pipelines were evaluated using CCTV inspections conducted primarily between 2009 and 2016(95 percent).The inspections cover sewer pipes ranging from 8 to 84 inches in diameter.A total of 303 miles of CCTV data was reviewed,which encompasses 83 percent of OCSD collection system pipelines. CCTV data was reviewed by PACP certified personnel.This review focused on structural category defects and other defect codes that could indicate renewal or repair needs.The collection pipelines condition assessment went through five stages: (1) Quality Assessment/Quality Control Review (QA/QC) of CCTV data; (2) Collections System-CCTV Data Review; (3) CCTV Data Cleansing; (4)Pipe Scoring;(5) Analysis. 8.2.2.1 Quality Assessment/Quality Control Review OCSD provided a set of CCTV inspection data for approximately 84 miles of its large diameter collection system pipes.Data were provided as digital videos and NASSCO-PACP coding in 5 Microsoft Access databases.NASSCO's PACP is the North American Standard for pipeline defect identification and assessment,providing standardization and consistency to the methods used to identify,evaluate,and manage pipeline conditions. An independent QA/QC of approximately 10 percent of the CCTV data was performed to determine the overall level of variance between the original inspection results and the QA/QC. This was done to determine if the NASSCO-PACP coding accurately represented the CCTV inspection. The QA/QC of the data sample determined that the variance between the NASSCO-PACP coding and the results of the QA/QC were within an acceptable range.It was therefore concluded that the remaining the data could be used to assess the condition of the pipelines.For more information on the approach used to review CCTV data,refer to the CCTV Data Sample Quality Assessment/Quality Control Review Technical Memorandum No.4 in Appendix A. 8.2.2.2 Collections System—CCI'VData Review OCSD provided CCTV inspection data for approximately 208 miles of collection system pipes, in addition to the previously supplied 84 miles,for a total of 292 miles of CCTV data,shown in Figure 8-1. The data listed approximately 53,000 defects for approximately 7000 surveys conducted from October 1984 to December 2016. The data was provided in the form of NASSCO-PACP coding from approximately 1,100 Microsoft Access databases.It was imported into InfoMaster for initial analysis. M4 A.PJsnA0=,,8 OcsDRW 2017-9WoFli6 Poatyno.docx &Or OFMMSMSt ------------------- �S Figure 8-1 OCSDCDWction System C=Dam oftllc 292 Mies 8.2.2.3 CCTV Data Cleansing Initial analysis of the 208 miles of collection system pipes showed numerous duplicate records of the same section of pipes conducted over several years.To remove duplicates,a cleansing of the data was initiated by selecting the latest rendition of the pipes' CCTV data.The difference in the previously mentioned total of 303 miles and 292 miles was because approximately nine miles of outdated CCTV inspections were removed from the database. The rigorous refinement of the data from approximately 1,100 databases in numerous file formats required engineering judgment and assumptions. This might have resulted in a final database of the collection system that,in some cases, differs from actual field conditions.As OCSD conducts additional CCTV evaluations,the quality of the database information should improve and eliminate these differences. 8.2.2.4 Condition-based LoF Score based on CCTVInspection 8.2.2.4.1 Ivbdification to PACP Defect Classes NASSCO-PACP coding was modified and used by InfoMaster to score pipe segments.The methodology of modifying codes is described in OCSD Collection System CCTV Data Sample Quality Assessment/Quality Control Review Technical Memorandum No.4 in Appendix A. The assessment of all CCTV data also had defect codes in the established table of codes listed in Table 2 of TM 1 CCTV Data Sample Quality Assessment/Quality Control Review. The updated table is shown in Table 8-3. pv\\CambUbcwrema\(lemMNOLSn'10339PDbLtMenbles2011 H4n¢rP6�\Ougertl06UFAY}AI'!-Erd on£MaFyau.d &15 UENDOFnfEMSESSA TABLE 8-3 akct Codes Included in hibMister Review Category Defect Code-Description BSV: Broken Soil Visible RPLD: Repair Localized SRCC: Surface Liner Defective Reinforcement Corroded C BVV: Broken Void Visible RPP: Repair Patch SRCM: Surface Reinforcement Corroded M CC: Crack Circumferential RPPD: Repair Patch SRCZ: Surface Defective Reinforcement Corroded U CH: Crack Longitudinal RPR: Repair Point SRIC: Surface Roughness Hinge, (2, 3, 4) Increased Chem. CL: Crack Longitudinal RPRD: Repair Point SRIM: Surface Roughness Defective Increased Mach. CM: Crack Multiple RPZ: Repair Other SRIZ: Surface Roughness Increased Unkn FC: Fracture RPZD: Repair Other SRP:Surface Circumferential Defective Reinforcement Projecting FH: Fracture Longitudinal SAM: Surface Aggregate SRPC: Surface Hinge, (2, 3, 4) Missing Reinforcement Projecting FL: Fracture Longitudinal SAMC: Surface Aggregate SRPZ: Surface Missing Chemic Reinforcement Projecting m FM: Fracture Multiple SAMM: Surface Aggregate SRV: Surface 3 Missing Mach. Reinforcement Visible V 3 vi FS: Fracture Spiral SAMZ: Surface Aggregate SRVM: Surface Missing Unk Reinforcement Visible Me JAL:Joint Angular Large SAP: Surface Aggregate SRVZ: Surface Projecting Reinforcement Visible Un JOL: Joint Offset Large SAPC: Surface Aggregate SSS: Surface Spelling Projecting Chem. JOM: Joint Offset Medium SAPM: Surface Aggregate SSSC: Surface Spelling Projecting Mach. Chemical JSL:Joint Separated Large SAPZ: Surface Aggregate SSSM: Surface Spelling Projecting Unk Mechanical JSM:Joint Separated SAV: Surface Aggregate SZ: Surface Other Medium Visible LFAC: Lining Failure SAVC: Surface Aggregate SZC: Surface Other Abandoned Connect Visible Chem. Chemical LFAS: Lining Failure SAVM: Surface Aggregate SZM: Surface Other Abandoned Connect Visible Mech. Mechanical LFB: Lining Failure SAVZ: Surface Aggregate SZZ: Surface Other Blistered Visible Unk. Unknown LFBK: Lining Failure SCP: Surface Corrosion WFC:Weld Failure Buckled Metal Pipe Circumferential 8-16 Ah Pl An pmr8 OL3D FAR 2017-e on Poatyn,. x &OE OFMMSESSt TABLE 8-3 akct Codes InckWed in In§INLsterReview Category Defect Code-Description LFUC: Lining Failure SMW: Surface Missing Wall WFL:Weld Failure Undercut Connection Longitudinal LFW: Lining Failure SMWC: Surface Missing WFM:Weld Failure Multiple Wrinkled Wall Chemical LFZ: Lining Failure Other SMWM: Surface Missing WFS:Weld Failure Spiral Wall Mechanical MB: Missing Brick SMWZ: Surface Missing WFZ:Weld Failure Other Wall Unknown RPL: Repair Localized Liner SRC: Surface X: Collapse Reinforcement Corroded IR: Infil Runner OBZ: Obstacle Other RMC: Roots Medium Connection IS: Infil Stain RBB: Roots Ball Barrel RMJ: Roots Medium Joint y IW: Infil Weeper RBC: Roots Ball RML: Roots Medium Lateral Connection m m OBB: Obstacle Brick RBJ: Roots Ball Joint RTB: Roots Tap Barrel OBI: Obstacle Intruding RBL: Roots Ball Lateral RTC: Roots Tap Thru Wall Connection a � OBJ: Obstacle In Joint RFB: Roots Fine Barrel RTJ: Roots Tap Joint o OBM: Obstacle Pipe RFC: Roots Fine RTL: Roots Tap Lateral m Material Connection OBN: Obstacle RFJ: Roots Fine Joint ID: Infil Dripper Construction Debris OBP: Obstacle External RFL: Roots Fine Lateral IG: Infil Gusher Pipe or Cable OBR: Obstacle Rocks RMB: Roots Medium Barrel ISGT: Intruding Sealing ISSRH: Intruding Sealing TBD:Tap Break-in „d m Grout Ring Hanging Defective o ISSR: Intruding Sealing ISSRL: Intruding Sealing TBI: Tap Break-in Intruding .3 Ring Ring Loose m ISSRB: Intruding Sealing ISZ: Intruding Sealing Other TFD:Tap Factory Defective 0 S2 Ring Broken MSA:Abandoned Survey MWLS:Water Level Sag Notes: (1) Codes and categories per NASSCO PACP guidelines. pv\\CambUbcwrema\(lemMNOLSn'10339PDbRMenbles2011"smrftn\Ompzr8 MDM W17-F orl£Mafya .d &17 8.0 EID OF IhE ASSESShENr 8.2.2.4.2 Scoring Nkthod InfoMaster uses the defect codes to generate defect scores from 1 through 5 for each pipe segment. (The higher number is,the more serious the defects.)Each pipe segment could have multiple defect scores depending on the number of defects listed in the NASSCO-PACP coding data for the corresponding pipe segment.Even with the criterion of creating defect scores,there are still multiple ways to develop an overall score for a pipe segment.In this assessment four scoring methods were analyzed: • Peak Score-The pipe defect with the highest score is selected to represent the entire pipe segment. • Total Score-This is the sum of all defect scores. • Rating Index-This is the average score of all defects. • Quick Score-This is a summary score of the defect score and a count of the two highest defect scores. Table 8-4 shows each scoring methodology and its corresponding advantages and disadvantages.Given the advantages a Quick Score had over the other methods for this particular collection system,it was the method of choice for this assessment. TABLE 84 Pire Scoring Nkthodoloev Advantages and Disadvantages Score Type Advantages Disadvantages Peak Score Highlights highest defects • Not every peak defect warrants a project, may • Clear category differentiation(5,4,etc.) need spot repairs • A single score may not best define the entire pipe Total Score Considers all defects • Longer pipes4higher scores • More representative of an entire pipe • Lots of is and 2s 4higher scores • No defined category differentiation Rating Considers all defects • Longer pipes-)lower scores Index • Averages can be skewed(low scores bring down average) Quick Score . Focuses on highest defects and quantity • Only looks at two highest defect scores • Provides more insight than Peak Score • No defined category differentiation After the quick score methodology was used to generate an overall score for a segment,the final product was four numbers that represented the quantity of defects of the two highest defect scores (e.g.,4523 signifies 5 defects with a score of 4 and 3 defects with a score of 2).A final grouping was commenced to classify the quick scores as one number ranging from 1 through 5 (similar to the LoF score used for the plant facilities and lift stations).This grouping was done with the notion that the greater the number of severe defects (4s and 5s),the greater the likelihood of failure,and the closer to the end of useful life.Table 8-5 summarizes this approach. 8-18 0CsDFW 2017-9 oFl Poatyn,. x &OEmOFIIFEMSMSt TABLE 8-5 Condition-Based LoF Score Chart for CCFVInspecthn Quick Score Group(Condition-based LoF Score) Number of 4s and 5s 1 0 plus no other defect scores 2 0 but has other defect scores 3 1 -2 4 3-6 5 >6 8.2.2.5 Results ofh&kksterAssessment The condition-based LoF scores of the collection systems pipelines,generated from the analysis of the CCTV data,are shown in Table 8-6 and Figure 8-2. The analysis revealed that less than 1 percent of the pipelines had the highest Lop score of 5,while 89 percent of the pipelines had no defect scores of 4 or 5. TABLE 86 LoF Score Sulmmry ofOCSI)Coffec(ion Sywswm P Imes Score Type Count Mlles Percent 1 10 1 <1 2 81 7 2 3 313 25 9 4 678 60 21 5 2,371 199 68 pv\\CambUbcwrema\(lemMNOLSa'10339PDbRMenbles2011"swrftn\Ompzr8 MDM W17-E on£Mafya .d &19 8.0 EM OF IhE ASSESShENr I _ _ _ _ _ _ _ _ _ _ _ _ _\ I A / I I r/C r I I J. \ I4 \I LoF Score Legend I 5 r 4 3 2 1 , 0 2.5 5 10 r t DistrictPerimeter Miles Figure&2 LoF Sc I&p 6rOCSDCokcwn System &20 px^AACvdbLLhv�e��QmtlCNIXS�'103394DNR' sRAI)M1ham Plano pisrr60(SDFTR 301LFMofli&hatynadocx &OEmOFUMMSESS� 8.3 Capacity Assessment The capacities of OCSD treatment facilities were compared with the projected future flows and loads. This was done to determine if the existing treatment capacities are sufficient or if capacity expansion projects are necessary over the 20-year planning period. The design capacity of the treatment processes were assumed to be the current capacities of each process area(e.g.,primary treatment,secondary treatment,solids handling,etc.). Population projections were determined from the Center for Demographic Research's(CDR) population trend data for the Orange County Projection. Population growth in the areas tributary to Plant No. 1 and Plant No. 2 were projected to 2035,and the "per capita loading" method was then used to project flows,biochemical oxygen demand(BOD),and total suspended solids(TSS),per the OCSD's Planning Basis for Flow and Loadings 2016. 8.3.1 Hydraulic Capacity Assessment Annual average influent flows and peak wet weather flows to Plant No.1 and Plant No.2 were projected from 2016 to 2035. The methodology used to develop these projections is found in Chapter 7 of this FW.The ultimate hydraulic capacity of Plant No.1 and Plant No.2 was based on the process area with the lowest hydraulic capacity,referred to as the hydraulic bottleneck. The hydraulic bottleneck for Plant No.1 and Plant No.2 was potentially in three process areas: the Headworks, the primary clarifiers,or the secondary treatment system. Table 8-7 shows the rated hydraulic capacities of each process area and the rated PW WF capacity for each plant.Figure 8-3 shows the current and peak influent flow projections and the potential hydraulic bottlenecks for combined Plant No.1 and Plant No.2. As part of Project P1-105 Headworks Rehabilitation at Plant No.1,a hydraulic evaluation was performed. The findings were that for the PW WF of 320 mgd,the maximum permissible flow to PC 6-31 through the two 90-inch primary influent pipelines is 254 mgd.This is based on fully opened weir gates at the Primary Influent Splitter Boxes and submerged weirs to maximize the hydraulic capacity of the Headworks,and a minimal freeboard of 18 inches(as measured from the top deck) at the grit basin influent channel. For the PW WF, the balance of flow(66 mgd)needs to be routed to PCs 1-5.This represents the minimum hydraulic capacity for the future primary clarifiers,which will be designed and constructed under Project No.P1-126.To calibrate the model,the evaluation recommended performing field hydraulic testing to simulate a peak design flow event during final design. Table 8-7 and Figure 8-3 conclude that the current hydraulic capacities for OCSD exceed the flows projected to 2035.For both plants,the Headworks is the hydraulic bottleneck,with a combined peak capacity of 660 mgd influent flow. pN�CambUbcwremaulemMNOLS�10339bbLtMenbles2011"Swrftn�r 8 OO DM W17-Er of Mafya .a &M UE DOFUFEASSESSh TABLE 8-7 Plant 1 Treatment Capacities Process Area Plant 1 Plant 2 Headworks Headworks 1:40 mgd Headworks: 340 Headworks 2:280 mgd Primary Clarifers PCs 3-5:72 mgd PCs A:72 "PCs 6-31:276 mgd PCs B: 120 PCs C: 120 Secondary Treatment Trickling Filters: 75 Trickling Filter: 135 Activated Sludge-1: 150 Activated Sludge: 182 Activated Sludge-2: 120 Rated PWWF 320 mgd 340 mgtl Notes: Limited by conveyance by two 90"primary influent pipes Primary Secondary Headworks Clarifiers Treatment 700 j 600 j j Jj 500 j 3 400 o / LL 300 200 100 0 2017 2020 2023 2026 2029 2032 2035 Year .Plants i////e Plant2 —Senes3 Figure 8-3 Capacity and Projected Peaklnthrent Wet WeatherFbws(PWWF)Assuming 2000 and 2035 per Capita Generation Rates. Note: Current facilities'capacities are determined from facilities descriptions in Chapter 3 and 4. PWWF projections are developed in Chapter 7 Planning Assumptions. 5-22 OCSDFAR 2017-E oFl Poatyn,. x &OEmOFMMSESSt 8.3.2 Loading Capacity Assessment In addition to hydraulics,the capacity of a treatment plant can also be limited by its ability to treat the influent loading.In OCSD's case,the influent characteristics affecting the plants' capacities are BOD and TSS.The main treatment processes affected by influent BOD and TSS loading are Secondary Treatment and Solids Handling. 8.3.2.1 Influent BOD and TSS Loading Projections The projected influent BOD and TSS loadings to Plant No. 1 and Plant No. 2 from 2016 to 2035 are presented in figure 7.6.The projections were developed based on per pounds per capita per day(ppcd)values,with a max month peaking based on historical data. 8.3.2.2 Secondary Treatment Loading Capacity Assessment The existing secondary treatment loading capacities for Plant No.1 and Plant No.2 processes are presented in Chapter 3 and 4 and summarized in Table 8-8. TABLE Secondary Processes Treatment Capacities Average Dry Weather Flow BODs BODs TSS TSS Plant Process Area (mgd) (mg/L) (lb/day) (mg/L) (lb/day) Plant 1 Trickling Filter 30 149 37,280 65 16,263 AS-1 92 149 114,325 52 39,899 AS-2 60 142 71,057 52 26,021 Plant 2 Trickling Filter 60 130 65,052 60 40,032 AS 90 120 90,072 70 52,542 Total Secondary 182 377,785 174,756 Notes: Current facilities BOD and TSS capacities were determined from facilities descriptions located in Chapter 3 and 4. Before comparing the loading capacities from Table 8-6 with the loading projections,the impact of the primary clarifiers need to be considered.To assess capacity,we assumed that the primary clarifiers effectively remove about 60 percent of BOD and 75 percent of TSS from the plant influent.These numbers are lower than the current primary clarifiers presented in Chapters 3 and 4. Figure 8-4 summarizes the projected BOD and TSS loadings to the secondary treatment for 2016 through 2035 and the Plant No.1 and Plant No.2 secondary treatment capacities.As shown,the existing secondary treatment facilities have adequate capacity to handle the projected loadings. pv\\CambUbcwrema\(lemMNOLSn'10339PDbRMenbles2011"swrftn\Ompzr8 MDM W17-Erdofl£Mafya .d &21 8.0EMOFUMASSESSh BOD TSS 400,000.00 350,000.00 300,000.00 rn 250,000.00 0 y 200,000.00 ur a 150,000.00 c m o" 100,000.00 O 00 50,000.00 2017 2020 2023 2026 2029 2032 2035 Year Plant 2 Plant 1 Projected Maximum Month Secondary BOD Loading Projected Maximum Month Secondary TSS Loading Figure 8.4:Secondary treatment BOD and TSS loading projections for years 2017-2035 and existing secondary treatment capacities. 8.3.2.3 Solids Handling Loading Capacity Assessment Refer to the 2017 Biosolids Master Plan(PS15-01)for the solids handling loading assessment for Plant No. 1 and Plant No. 2. Based on the evaluations conducted while developing the Biosolids Master Plan(BMP),both Plant No. 1 and No.2 have sufficient capacity to meet 2035 loading criteria from a regulatory perspective(i.e.,15-day solids retention time [SRT]).However,the OCSD O&M group prefers maintaining a 17-day SRT with two digesters out of the service. Thus,this capacity criteria was considered when planning for major improvements at both plants for the BMP. For Plant No. 1,the recent P1-100 and P1-101 projects have improved the digester and thickening/dewatering facilities;thus,capacity is not driving any additional modifications within the 20-year planning period.For Plant No.2,seismic vulnerability,structural condition, and mechanical equipment are at the end of useful life,thus becoming key drivers for the proposed BMP improvements. 8-24 OLSDPW 2017-E oR&Aatyn,. x &OEmOFUTASSESS� 8.3.3 Capacity-based LoF Scoring A capacity-based Lop score would be generated if future projections of influent flows and/or loads require additional capacity at Plant No.1 and Plant No.2.This score would indicate the end of useful life of a particular process area or facility that could not handle the projected flows and/or loads. The score would also indicate where the process area or facility would be expected to fail on the 20-year OF timeline,in terms of handling influent flows and/or loads, and would thus require expansion or replacement. Refer to Technical Memorandum 6-Project Identification and Prioritization Methodology,contained in Appendix A for a more detailed scoring methodology for the capacity assessment. 8.3.4 Collection System Capacity Analysis The collection system capacity assessment is being completed as part of the Collections Capacity Evaluation Study (PS15-08). Although this information was not available while the FMP was being developed,OCSD should amend the results presented in this chapter with the outcomes of that analysis. 8.4 Redundancy Assessment This FMP's existing facility end-of-life assessment considers OCSD's general reliability/redundancy criteria for collections system,treatment plant mechanical and electrical equipment,and process systems.These criteria were used to evaluate existing facilities and were considered when identifying future facility needs. The reliability/redundancy criteria are based on regulatory requirements and OCSD policies. Facilities have to perform reliably to meet treatment objectives under normal operating conditions and special conditions that can reasonably be anticipated.This includes planned and unplanned shutdowns for maintenance and repair,as well as operational upsets,power failures,and special flow conditions. 8.4.1 Results of Redundancy Assessment 8.4.1.1 IvF Backwash from OCWDat Plant 1 Several primary treatment replacement projects are planned at Plant No.1 and Plant No.2 (Pl- 126 and P2-98). Implementing these projects will require taking some of the primary clarifiers in Plant 1 and Plant 2 off-line,which will diminish primary treatment capacity for several years while the projects are completed.Plant No. 1 MF backwash from the OCWD Ground Water Replenishment System(GWRS)is returned to the Plant No. 1 Clarifiers 6-31,occupying capacity in some of the clarifiers. Assessments of the primary treatment process determined that relocating MF Backwash from OCWD to primary effluent at Plant No. 1 would reduce hydraulic loading to PCs 6-31 and mitigate the loss in redundancy while the primary treatment projects are implementing at Plant pv\�CssobUbcwema�ClemMNOLSD10339bbRMenbles2011"Swrftn�r 8=DM W17-F oE&Mafya .a 625 S.0EMOFUFEASSESSh No. 1 and Plant No.2.The end of life assessment of this relocation produced the highest score of 5 (implementation in 1-5 years),since this project is a prerequisite for both Plant No.1 and Plant No. 2 future primary treatment projects. 8.4.1.2 SCE Feed at Plant 2 Plant No. 2 has a single 66-kV power feed from Southern California Edison(SCE).Currently, the only secondary electrical power source for Plant No.2 is the Central Generation Facility (CenGen),which cannot supply enough power for all Plant No.2 facilities.OCSD's reliability criteria call for two sources of power supply.Having a second 66-kV feed will also improve the plant reliability and mitigate the chances of having to shut down key facilities because they cannot supply electrical power. To meet the reliability criteria,SCE will need to provide a second 66-kV power feed to a new OCSD substation.This can likely be achieved within the next 6-10 years and was assigned an LoF score of 4(implementation in 6-10 years). 8.4.2 Redundancy-based LoF Scoring Table 7-17 and Table 7-18 in Chapter 7 show the reliability/redundancy criteria for the Process Equipment(at Plant No. 1 and Plant No.2) and the Collection Systems,respectively.If insufficient facility/component redundancy is available at a particular process area,a Lop score would be generated based on when whether the facility/component fails the redundancy requirement.Refer to Technical Memorandum 6-Project Identification and Prioritization Methodology,contained in Appendix A,for a more detailed scoring methodology for redundancy assessment. 8.5 Regulations Assessment An assessment of regulatory requirements for OCSD treatment facilities is provided in the section on Regulatory Analysis in Chapter 7.No regulations are anticipated over next 20 yews that require OCSD to initiate capital improvements to maintain compliance.While long-term regulatory changes are anticipated,they are anticipated to occur beyond the planning period. 8.5.1 Regulation-based LoF Scoring Refer to Section 7.5 of Chapter 7 for current regulations and future regulation trends.An LoF score will need to be generated based on the estimated time it would take for a component/facility to fail a current regulatory requirement or expected regulatory requirement. Refer to Technical Memorandum 6-Project Identification and Prioritization Methodology, contained in Appendix A,for a more detailed scoring methodology for regulation assessment. 5-26 OCSDR&2017-E oFl Aatyn,. x UEMOFMMSESSANT 8.5.2 Results of Regulation Assessment 8.5.2.1 Operations/Control Center Building at Plant No. 2 The existing Operations/Control Center Building at Plant No.2 does not have a building permit and does not meet the State of California's building code.In addition,the Engineering Construction trailer complex is a temporary facility,and consideration should be given to replacing it with permanent facilities.The end-of-life assessment gave both facilities an LoF score of 3 for replacing both within 11-15 years. 8.6 OCSDTnitiatives OCSD sets goals for level of service and brokers agreements with other agencies to improve standards in five key areas:customer service,public health and the environment,public funds management,stakeholder understanding and support,and organizational effectiveness.OCSD is committed to upholding these agreements and meeting agreed upon completion dates. Over the next 20 years,certain CIP efforts are driven by OCSD initiatives and will affect certain facilities end-of-life assessments. OCSD is currently working on new strategic plan updates,and new goals are expected. New projects may be needed in the future once these strategic goals are set. 8.6.1 Customer Service Assessment OCSD is committed to reducing odor complaints from the collection system by 45 percent and eliminating all odor complaints from Plant No. 1 and Plant No.2.To reach this goal,the active Pressurization and Odor Control Study at Newport Beach,as well as project 5-68(Newport Beach Pump Station Odor Control Improvements),will take place. OCSD authorized an Odor Control Master Plan,but it was not completed during while the 2017 Facilities Master Plan was being prepared. Within this FMP,one CB'project falls in the scope of the Odor Control Mater Plan and will need to reconcile technology with that master plan.This project will replace primary clarifier odor control facilities at Plant No. 1 with new technology and rehabilitate foul air ducts from PCs 6-31 to the new odor control facility.The Odor Control MP will also make other recommendations to improve customer service,and individual CH s will be created to address them. 8.6.2 Public Funds Management Assessment Over the next 20 years,some of OCSD's facilities will no longer be needed due to changes in operations or the development of new facilities.The upkeep and maintenance of these facilities will become an unnecessary effort and expenditure. OCSD's initiative is to demolish these facilities to eliminate ongoing maintenance expense and to free-up real estate for future uses. pN�CambUbcwremaulemMNOLS�16339bbLtMenbles2011"Swrftn�r 8=DM W17-F ofl£MaMu.d brl 8.0 EM OF IhE ASSESShENr 8.6.2.1 DAFT Facility at Plant No. 1 This initiative will affect the DAFT facility at Plant No. 1,since it will not be needed once the new thickening centrifuges installed to replace the DAFTs under P1-101.The end-of-life assessment gave DAFT facility an LoF score of 3 for replacing within 11-15 years in the anticipation of successfully implementing the thickening centrifuges. 8.6.2.2 Plant Rater Pump Station and 12 WDistnbution Center Aat Plant No. 2 The Plant Water Pump Station and 12 kV Distribution Center A at Plant No.2 will become obsolete,and OCSD will demolish these structures. The existing Plant Water Pump Station built in 1954 under P2-1 will also become obsolete once a new Plant Water Pump Station is built under project J-117. Adjacent to the existing Plant Water Pump Station and sharing a common wall is the 12 kV Distribution Center A. This distribution center will become obsolete as well with the implementation of P2-92,P2-98,and a future biosolids project that will feed all power loads currently supported by the Distribution Center A.The end-of-life assessment gave the Plant Water Pump Station and 12 kV distribution center A at Plant No. 2 an LoF score of 2 for replacing within 16-20 years based on the successful completion of these projects. 8.6.2.3 Sodium Bisulfite and Bleach Station at Plant 2 Since 2012,OCSD no longer discharges primary effluent to the ocean. In 2015,OCSD received approval from the USEPA and Santa Ana RWQCB to stop disinfection. OCSD no longer routinely disinfects effluent to the ocean,unless it has use the short outfall during an emergency. As part of Project No.P2-98,OCSD has elected to use chemical scrubbers to treat odors from the primary clarifiers.To optimize OCSD's facilities,a new P2-98 bleach station will be configured to accommodate the bleach storage and metering needs for emergency effluent disinfection. Once constructed and operational,the existing bleach station will be obsolete and should be demolished. The existing sodium bisulfite station is considered oversized and requires modification to meet an emergency use need.The end-of-life assessment gave the sodium bisulfate facility an LoF score of 4.Thus,it should be demolished and replaced with an appropriately sized facility within 6-10 years. 8.6.3 Stakeholder Understanding and Support Assessment Communicating OCSD's mission and strategies with those they serve and all other stakeholders is a District initiative. Additionally,within this scope,OCSD partners with others organizations (CALTRANS and OCWD) to benefit their customers,their region, and their industry. &28 003DR&2017-9WoFl Poatyn,. x UEmOFMASSESSt 8.6.3.1 Wastehauler Station at Plant 1 The California State Department of Transportation(CALTRANS)is planning to construct an elevated south-bound onramp (CALTRANS Project) to the 405 Freeway to alleviate congestion along Ellis Avenue.This project will skirt the north side of the OCSD's Plant No. 1 near the current plant entrance,which will require relocating the OCSD plant entrance to the intersection of Ellis Avenue and Pacific Street.Doing so will also require relocating the Wastehauler Station to more closely monitor user activities and limit or eliminate access into the secured area of OCSD's Plant No. 1.The end-of-life assessment gave the Wastehauler Station at Plant 1 an LoF score of 4 for replacing within 6-10 years. 8.6.3.2 GWRS Expansion OCSD has an agreement with OCWD to expand the GWRS,which will need to be implemented in the next 6-10 years.According to the terms of the 2016"Joint Exercise Powers Agreement for the Development,Operation,and Maintenance of the Groundwater Replenishment System and the Green Acres Project," OCSD will provide 175 mgd of"specification-quality"influent to OCWD under normal operation. To fulfill the requirements of the OCWD agreement,conveyance modifications will be needed to support the GWRS Final Expansion.This includes modifying Plant No.2 to serve as a water source for GWRS,conveying reclaimable water from Plant No. 2 to Plant No.1,and modifying the various conveyance system components needed to deliver the water to GWRS.To make this possible,five major construction projects on OCSD property will be necessary:Plant 2 Headworks Modifications Project(P2-122),Plant Water Pump Station Replacement Q-117), Plant 2 Effluent Pump Station Project,Plant 2 Flow Equalization Project,and a 66" Interplant Pipe Rehabilitation Project. 8.6.4 Public Health and the Environment Assessment Protecting public health and the environment using all practical and effective means for wastewater,energy,and solids resource recovery is a District Initiative.Currently,some ongoing safety projects me being implemented because of SP-141.Although no new safety projects have been identified,every new CIP projects will take safety into consideration.This applies to protecting public health and the environment. 8.6.5 Organizational Effectiveness Assessment Creating the best possible workforce in terms of safety,productivity,customer service,and training is a District Initiative. Currently,organizational effectiveness does not drive capital improvement needs for OCSD.Organizational effectiveness will,however,still need to be considered for any capital investment efforts. pv\\CambUbcwrema\(lemMNOLS�'16339PDbRMenbles2011"Swrftn\Ompzr 8 MDM W17-E oft£Mafya .d &N S.0EMOFUMMSESSh 8.7 Health and Safety Assessment Currently,some ongoing safety projects are being implementing because of SP-141.Although no new safety projects are identified,every new CIP project will take safety into consideration. 8.8 Seismic Assessment OCSD is currently conducting a seismic assessment of critical process facilities and occupied facilities.The seismic-failure mode grading criteria will be better defined as part of the Seismic Resiliency Study. Once the assessment is complete,the findings will be incorporated into the FMP and may be used to reprioritize projects or recommended projects that could be added to the Capital Improvement Plan. MO OCSDFW 2017-E oFl Poatyn,. x Draft Report Orange County Sanitation District Facilities Master Plan 2017 Chapter 9 Project Identification .4 November 2017 pv\\QmbUbcwrema\C1emMNOLSD'16339bbRMenbles2011"SwrPYn\Ompzr 9 MDF W17-Pmya4km�a�madan Contents Chapter 9 Section Page 9.0 Project Identification...................................................................................................................9-1 9.1 Overview......................................................................................................................................9-1 9.2 Definitions....................................................................................................................................9-1 9.3 Project Identification Methodology..........................................................................................9-1 9.3.1 Project Identification Process..........................................................................................9-3 9.3.1.1 Create a List of RUL Scores/Issues(Step 1).................................................9-3 9.3.1.2 Evaluate and Validate CIP List(Step 2)........................................................9-3 9.3.1.3 Identify New Projects(Step 3)........................................................................9-3 9.3.1.4 Develop Project Description(Step 5) ............................................................9-5 9.4 Project Development Template.................................................................................................9-8 9.5 2017 IMP Projects.....................................................................................................................9-12 Tables Table 9-1 Asset Class Nomenclature Examples............................................................................9-1 Figures Figure 9-1 Project Identification Flow Chart................................................................................9-2 Figure 9-2 Schematic of the Asset Level-Sort of a Theoretical Secondary Treatment System, Driver Identification,and Project-Level Sort............................................................9-5 W17 M WrPhn\� r 9 MDR&W17-Pm o 4km�alm x I 9A PROJECT mEM1PH'NIDN 9.0 Project Identification 9.1 Overview This Facilities Master Plan (FMP) has two primary purposes: to identify future capital improvements needed for reliable and cost-effective operation of Orange County Sanitation District(OCSD)facilities and to provide the necessary information for planning and budgeting these improvements.This chapter describes the project identification process and presents the projects identified for the next 20 years. 9.2 Definitions Table 9.1 lists some of the nomenclature used in this chapter to describe the project identification procedure. Table 9-1 Asset Glass lVomenclaAseEvurples Asset Class Examples Location Plant No. 1, Plant No.2,Joint Plant,Collections Process Area Preliminary treatment, primary treatment,secondary treatment,etc. Sub-Process Area Headworks 2,activated sludge 1,trickling filter,etc. Facility Aeration basins, plant water pump station,secondary clarifiers,etc. Asset Gates, pumps,variable frequency drives(VFDs), basins,etc. 9.3 Project Identification Whodology Capital improvement projects were identified based on needs identified from an evaluation of the seven primary failure mode drivers for improvements.These drivers are listed and further described in Chapter 8. For this FMP,most of the projects are condition based.This is because many of OCSD's treatment facilities are aging and have reached or are anticipated to reach the end of their useful life within the 20-year planning period.Furthermore,major capital improvement plans to meet full secondary treatment requirements with new secondary treatment facilities have been completed, and no major new regulatory requirements requiring major improvements are anticipated in the new future. According to assessments of projected influent flow and loading for the next 20 years,no new capacity-related projects will be required in this planning period,as shown in Chapter 8.During the initial condition assessment site work,individual assets were assessed and assigned a score based on their estimated Remaining Useful Life(RUL).Other observations or issues,such as pv\\QmbUbcwrema\C1emMNOLSD'16339bbRMenbW2011"Sn PlanWm r9 MDR&W17-Pm o�� x 9-1 9a PRaELTKnffWCAIrJN capacity or redundancy limitations of a specific asset,were also recorded during the condition assessment work.However,for this master planning effort,the RUL assessment was primarily considered condition based.After individual assets were grouped into projects,a similar scoring methodology was applied to each one using a score from 1 to 5,based on the seven failure modes that comprise the Likelihood of Failure (LoF). In summary,assets were assigned RUL scores, and projects,or groups of assets,were assessed and assigned Lop scores.The projects in this chapter were identified through the six-step process shown in Figure 9-1.The following sections describe each step and categorize the projects according to four locations:Plant No. 1,Plant No.2,Joint Plant,and the Collection System. Evaluate and validate Cartant CIP List CIP[at is taarehed ot, ktofRULscomsfissues andmlCd-uppjectIoF res megeremted Identify MwProjects Projects neared to Step 2 address assets not ..dby comer[CIP Step 3 Create List ofRULs cores / issues CnMhvn-based capa<ry-based Step I Redardareylesed Reguisaaabased Inoianebased Step 4 Heathandsa@tylsacd Seatne-baseddianne) Develop Project Description Ste 5 PachMjcet is finked p auaassetsaadpr en ndgm Updated 2017 des neastesmrete, 20-year CIP ate layout • Plant 1 Projects • Plan@ Projects • IoialshraP jects Colectan Sysem Projects FIGURE 9-1 Project Identification FlowOind: 9-2 hlewrPYnzlap 9Moods W17-Ineo dan 9.0 PROIECrmEMWH'NIDN 9.3.1 Project Identification Process 9.3.1.1 Create a List ofRULScores/Issues (Stem 11 The first step in the project identification process was to organize all RUL scores and issues collected from all sources into one spreadsheet.These sources include issues identified in the 2009 Master Plan that had not been resolved, the condition assessment process conducted for this FMP,an end-of-life assessment based on the seven failure modes,various workshops with O&M staff conducted for the IMP,and others. Refer to Chapter 8 for information on how the assets' RUL scores were developed. The issues included in the list of projects relate to all seven failure modes.From this point on, the spreadsheet will be referred to as the List of Issues,which was created to organize all identified issues into a single database and to help determine a project's LoF score. 9.3.1.2 Evaluate and Validate CIP List(Step 2) OCSD's Planning Division has maintained a 20-year Capital Improvement Plan(CIP) comprised of potential future projects. These projects are typically scoped to rehabilitate, upgrade,or replace most of the assets within a sub-process area or facility.The asset-level issues identified in Step 1 were matched to the most appropriate project for resolution under that project. In some cases,a project's existing scope may be modified to address a new issue that may have been identified in this master-planning process. As the scope for each project was further developed to incorporate a written description,the RUL scores of the individual assets,as identified Step 1,were amalgamated to define the project's overall LoF score.The resulting amalgamation,or"rolled-up" score,involved engineering judgment on the relative importance of the different assets.The project's LoF score determines the implementation date for each project. 9.3.1.3 Identify New Projects (Step 3I After the second step in the project identification process,assets had issues not assigned to a project. As a result,new projects were created to address the assets' issues.To identify new projects,the guidelines described below were followed. 1. All assets with an RUL score of 1 were filtered out since they didn't need to be addressed within the FMP's CIP timeline. 2. Assets were combined and organized by facility. pv\\CambUbcwrema\C1emMNOLSD'10339bbRMenbW2011"Sn PhnWm r9 MDR&W17-Pmya 93 9.oeaaeCrnrrnuK 3. Engineering judgment was used to either combine facilities (in the same sub-process) under a project or create individual projects to address a facility. However,additional guidelines were followed to either combine facilities or keep them separate: a. Facilities were combined into projects to minimize the need to revisit the same sub-process area multiple times in a relatively short timeframe(generally less than 10 years),which would prolong construction disruption to that sub-process. b. Facilities were not combined if the assets had vastly dissimilar RUL scores(more than a 10-year difference),which maximized the return of investment by mitigating inefficient capital spending to address assets with considerable RUL. c. When combining facilities,the RUL of assets based on condition can often be extended with increased maintenance;however,RULs based on the other six project drivers cannot be extended and would ideally be addressed within the timeframe. For example,a project with a regulatory driver cannot have its RUL extended with increased maintenance. Figure 9-2 shows an example of how new projects were identified. In the secondary treatment process illustrated,the activated sludge sub-process consists of six different facilities:Aeration Basins,Blowers,Clarifiers,RAS,WAS,and the Primary Effluent Fump Station (PEPS). In this example, all RUL scores for the assets are hypothetical to illustrate the various engineering decisions that can be made. Note that the assets'RUL scores in each facility are not yet"rolled-up."This was deliberate so that information at the asset-level was not lost when deciding whether to combine facilities in the same sub-process into a project. For example,certain assets might have a very short RUL, but can be replaced easily by maintenance staff.As a result,that asset's RUL cannot be used to justify driving a project. Figure 9-2 identifies two projects for the activated sludge facility due to large differences in RUL scores and project drivers. In this example,most of the assets in two facilities (Aeration Basin and Clarifiers) have an RUL score of 5 based on condition.These two facilities are combined into a single project with an Lop score of 5. The other four facilities within the activated sludge sub-process have assets with RUL scores between 4 and 2.These facilities are combined into another project with an LoF score of 3.The reasoning for this is as follows: • The PEPS has one asset with a condition-based RUL score of 4. This could be changed from 4 to 3 if its RUL could be extended with more maintenance.With this change,most of the assets in the PEPS facility would have an RUL score of 3. • The blower facility has a capacity-based RUL score of 3. Because this RUL score cannot be extended by other means,it remains a 3.Since most of the assets in both the PEPS and blower facilities have an RUL of 3,they can be combined into a single project. 9A pv\\QmbUbcwrema\C1emMNOLSD'10339bbRMenbWlAllt M WrPYn\Omper 9 MDRW W17-Pmya4km�ation.dan 9.OPRmELTmEM1PMNIDN • RAS and WAS facilities have assets with RUL scores between 2 and 3.Since these facilities have assets with RUL scores similar to the PEPS and blower facility,they are combined. • The drivers for this second project are condition and capacity,each with an Lop score of 3. Auet RULScore Project 1 _ E r 2 c_ Driver: �^ ^ Condition am W a 1 1 1 1 1 1 W A O Pr w �' B 3 1 1 1 1 1 1 LoF lar T d E E. C 2 1 1 1 1 1 1 ,`, Scow.5 ca U a 3 2311111 c B 2 3 1 1 1 1 1 m c z 3 1 1 1 1 1 Project 2 0 2 O 3 M I I 511 1 1 1 1 `wy O m I I B511 1 1 i n R u C 5 1 1 1 1 E . Driver: a o. Capacity/ 5111111 Condition W B5111111 a � C5111111 m Project O21111 1 1 LOF B 2 1 1 1 1 1 1 vt Score:3 C 3 1 1 1 1 1 1 2 1 11 1 1 1 4 w O B3111111 MLRE y-2 Example for lden*mg Projects from Asset Lewl RUL Scmes 9.3.1.4 Develop Project Description fSten5) The final step in the project identification process is to complete the project development form for each project identified.This form was linked to the two lists previously mentioned:the List of Issues and the Project List. Each project development form has four sections,which are pv\\QmbUbcwrema\C1emMNOLSD'16339bbRMenbW2011 H4nsr PhnWm r9 MDR&W17-Pmya�� x 95 9.OPROJ� described below.An example of the project development form is included at the end of this chapter. 9.3.1.4.1 Project Descriotion The first section of the project development form is the project description.This section consists of six sub-sections described below. • Project Background Information:This subsection contains an entry for the project number,project number,and LoF score.The preparer of the document will then have to manually input the RUL associated with the project Lop score.The project driver and allocations are selected in this subsection.A project can have multiple drivers,but an allocation must be given to each one. (All allocations should add up to 100 percent). • Problem Statement:This subsection describes the need for the project,including the project's drivers,and provides justification for implementing the project. • Project Purpose:This subsection describes the project's objectives. • Project Description:This subsection describes the scope elements that the project generally consists of. • Project Conflicts:This subsection describes all projects that would likely interfere with implementing the project,such as space or capacity requirements. • Project Element(s):This section identifies major project elements.These project elements should address the issues identified in the facility or sub-process area. 9.3.1.4.2 List of issues This section is populated by retrieving the issues related to this project from the List of Issues database. This section makes the document preparer aware of issues and helps guide them to develop the project's scope. 9.3.1.4.3 Cost Est mte Project cost estimates for the projects identified in the 2017 Facilities Master Plan were developed and presented in the project development form.For uniformity and consistency,the following procedures and guidelines were followed: 1. Cost estimates are prepared only after project elements are clearly identified in the Project Descriptions section. 2. Cost estimates are to be presented on the Cost Estimating Template prepared for this project. % pv\\QmbUbcwrema\C1emMNOLSD'10339bbRtirenbWlAllt NkWrPYn\Omper9 MDF W17-Pmya4km�ation.dan 9.0 PROIELTmEMWH'NIDN 3. Cost estimates are produced as fully burdened construction costs(i.e.,representative of a contractors bid number).The goal is not to represent the low bid,but to represent the median bid.The type of cost estimate is intended to be Class 4(budgetary estimate),per the American Association of Cost Engineers(AACE). 4. All construction costs are presented as the mid-point of construction in 2017. 5. When using prior projects as a reference for a cost estimate,the following procedures are to be followed: a. Identify the mid-point of construction for reference project. b. Escalate the construction cost from the mid-point of construction for the reference project using the applicable ENR Construction Cost Index (CCI) to 2017.For this FMP,the Los Angeles Area ENR CCI for June 201711,800 is used. 6. The Cost Estimating Template developed uses default percentages for: a. Sales Tax(applied to half of direct cost):8 percent. b. Project Level Allowance:30 percent. c. General Conditions:15 percent. d. Contractors Profit: 10 percent. e. Bid Bond:2 percent. f. Insurance:2 percent. 7. The Project Level Allowance(i.e.,estimating contingency) of 30 percent is based on the assumption that only 70 percent of work for a project can be identified at this estimate level. If the estimator believes that the reference project components include more than 70 percent of the work,the estimating contingency may be reduced based on the estimator's judgment,but to no less than 15 percent. 9.3.1.4.4 Site Plan The site plan is a birds-eye view of all the assets the project addresses.The site plan is color coded to show assets that are newly constructed,marked for rehabilitation,or marked for demolition. pv\\QmbUbcwrema\C1emMNOLSD'10339bbRMenbW2011"Sn PhnWm r9 MDR&W17-Pmya 9J 9APROIB,7 DNIWICAI%JN 9.4 Project Development Template Date Prepared: Prepared Sy: Date Accepted: Accepted Sir Project Name: Project Number: Prefect D,i-r Allocation Date Required Online: ❑ Condition LOF Scan: D Opa," Re in.loin`Deal Ode ❑ RMJIAiKy ❑ 1-S.re ❑ patent n ❑ 6-10 Years ❑ pianc[InNaMe ❑ 11 15Yaa9 ❑ SeYmK ❑ 16 ot.se ❑ XeaW 6 Stuart, ❑ >20 Vean p®blam Statement araj.at PurFwee Project Description Cgnflictln{P.J.d.t Desription: Resolution ad Conflict'. AB pv\\QmbUbcumema\C1emMNOCSD'10339bbRtirenbWlAllt MhnrerPbn\Omper9IXSDFTY}AI'!-Pmya4km�ation.docn 9.0 PRUIELT mEEM4'MA'181N Preece Elamcnu Type Element Name For mach pmjcce clamant Idmntkythm Followlnp work: Skawork/CMI None Mmolklen None Architectural None Stmctural None Machanlcal None Electrical None InMrummMion)SOIDA) None Major Piping Connection. None Tunnel. None Will.. None Cemmunlnkom)Flbar/Telaphene/P.A.) None Safety None Aaalaed Plant-wide Int,mmommnb Te In Cemidmrud r] 61,1e T%s(}O) ❑ Elect.W.Impmv.(I 9E) ❑ MK.Yard So=,(T 28) �] v.Id Flping(T 15) r Tunneb(T 36) pv\\QmbUbcwrema\C1emMNOLSD'10339bbRMenbW2011 Hhnsr PhnWapzr 9 MDFNPW17-Pmya�mna x 9-9 9.OPaaEcrbEMUIUIION Project Name: Project No.: UST OF ISSUES 9-10 pv\\QmbUbcwrema\C1emMNOLSD'10339bbRtirenbWlAllt MhnrerPYn\Omper9 MDFTYWP-Pmya�x �_ _._.. �-� 11n..1mh:3r,mmtlyeln5mi.,�iiM, =�= n5 wn5w5 am 5 �• 5 T+ 3 2 5 U¢ 5 1 3 5 Q 3 5 f 4 f $ n5 3 5 — �F5 3 1 5 T• 1 5 3 5 5 5 3 n5 3 f Z 3 S 5 � 3 R na f 5 ' 3 5 5 BBB 3 5 f f 5 s s s Q Te 3 5 UO f 5 ^J 3 3 5 mf S 3 1 1 _ 5 Y`f- n�o _ 2 f 3 _ 'S 3 3 5 s f f q. Lw ~r 5 3 fs.s s �' »a.e�..u�.... «r3c Mm 5 5....n w s Y 9.OPROJECTbEMW1U1rJN 9.5 2017 FW Projects A comprehensive description of each project for this FMP is located in Appendix F. 9-12 pv\\QmbUbcwrema\C1emMNOLSD'10339bbRtirenbWlAllt M WrPYn\Omper 9 MDrW W17-Pmya4km�ation.dan Draft Report Orange County Sanitation District Facilities Master Plan 2017 Chapter10 Implementation Plan November 2017 p :iWardld0mumer CllenVCNOCSN10339A Ndlrorebb N17 Master aianlcnapter 10 DCSD FMP2017-implementation ataneou Contents Chapter 10 Section Page 10.0 Implementation Plan...............................................................................................................104 10.1 Overview....................................................................................................................................10-1 10.2 Purpose for Prioritization........................................................................................................10-1 10.3 Prioritization Methodology.....................................................................................................10-1 10.4 2017 20-Year OF Implementation Plan.................................................................................10-2 10.4.1 Develop Project Data Table.......................................................................................10-3 10.4.1.1 Project Information.....................................................................................10-3 10.4.1.2 Project Durations........................................................................................10-3 10.4.1.3 Project Schedule..........................................................................................10-4 10.4.2 OCSD Review..............................................................................................................10-4 10.4.3 Cash Flow Analysis....................................................................................................10-4 10.4.4 Sequencing/Feasibility Schedule Adjustment........................................................10-5 10.4.5 Cash Flow Leveling......... ..........................................................................................10-5 10.4.6 Final Implementation Plan........................................................................................10-7 10.5 Year 2037 Plant Nos I and 2 Site Maps..................................................................................10-7 Tables Table 10-1 Project Phase Durations for PDR and Final Design Phase for Different ConstructionCosts......................................................................................................10-4 Table 10-2 Plant No. I Facilities Master Plan Projects..............................................................10-9 Table 10-3 Plant No.2 Facilities Master Plan Projects............................................................10-11 Table 10-4 joint Plant Facilities Master Plan Projects..............................................................10-13 Table 10-5 Collection System Facilities Master Plan Projects................................................10-15 Figures Figure 104 Four Step Prioritization Process................................................................................10-2 Figure 10-2 Cash Flow for Preliminary CIP Compared to Fiscal Year 17-18 CIP...................105 Figure 10-3 Final Cash Flow for Leveled CIP Compared to Previous Fiscal Year (FY 17-18) .................................................................................................10-6 p:IlCardlODwumeNvClienUMMSW10339�Dellror k N17 M *PanXhapr 10 OCSD FMP A17- mvk eM P A= I 100 IMPLEMENTATION nAN Exhibits Exhibit 4-1 Plant No. 12037 Site Layout New and Rehabbed Facilities Exhibit 4-2 Plant No. 12037 Site Layout Demolished Facilities Exhibit 4-3 Plant No. 2 2037 Site Layout New and Rehabbed Facilities Exhibit 44 Plant No. 2 2037 Site Layout Demolished Facilities Exhibit 4-5 Plant No. 1 Ultimate Site Layout Exhibit 4-5 Plant No. 2 Ultimate Site Layout 11 pw1lCaNblDocomenlMCllerNCNOCSD11033BA00.DNIrersGesr201]Master PlaNGwatar 10 OCSD MAP 2017-ImpemenM Man Eom 10.0 Implementation Plan 10.1 Overview This section provides the methodology and results used to prioritize the projects identified in Chapter 9 into a 20-year Capital Improvement Plan(CIP).The procedures outlined in this chapter were developed to serve as a repeatable process for updating subsequent CIPs. A technical memorandum(TM) describing the prioritization process in detail can be found in TM No. 6 in Appendix A. 10.2 Purpose for Prioritization As detailed in previous chapters,83 projects were identified for this Facilities Master Plan (IMP).The next step was to develop implementation schedules for the projects. However,implementing the projects based solely on new facilities being online prior to the existing facilities' estimated end of life may lead to significant conflicts with project sequencing. For example,multiple projects in construction at the same time in the same process area could conflict. Furthermore,there could be issues with the cash flow and resources needed to implement projects not meeting Orange County Sanitation District(OCSD) requirements.To address these conflicts and issues,the following prioritization process was created. 10.3 Prioritization Methodology This IMP compiled a list of 83 projects using the guidelines illustrated in Chapter 9.Likelihood of Failure (LoF)scores,as defined in Chapter 8,were assigned to projects based on an overall assessment of individual assets' Remaining Useful Life (RUL) scores.This served as a starting point for the four-step prioritization process shown in Figure 10-1.In scheduling projects by LoF scores,OCSD could operate facilities to their expected lives,an approach that balances cost- effectiveness with reliability. pmllCardldDaumeNvCiienUMMSW10339A0010ellror k N17M *PlanXhapter 10005D FMP M7-lw4 em PimAm M 10.01MMUNEMATIION MAN Step 1: Initial Project Scheduling by LoF ................. i Step 2: Sequencing/Feasibility Schedule Adjustment C Step 3: Identification of Projects for Cash Flow/Resource Leveling Step 4: Use of CoF for Schedule Adjustment .......................................................... FIGURE 10-1 Four Step Priori0zation Process After scheduling projects by their LoF scores,the second step was to evaluate project schedules for logical sequencing and feasibility,considering the continuity of operations and minimizing operating disruptions during construction.An example of adjusting project schedules was to sequence construction for projects in the secondary treatment area to avoid having insufficient secondary treatment capacity. The third step was to identify projects for potential schedule adjustments to level cash flow and resources.This was done to minimize wide variations in annual capital expenditure and staff needs from year to year,while also minimizing differences in cash flow expectations established by prior budgets. Determining a project's Consequence of Failure(CoF), as described in TM No.6 in Appendix A, was the fourth step in the prioritization process. If moving multiple projects with the same LoF scores was being considered,any difference in CoF scores would determine whether to move projects earlier or later.For example,projects with higher CoF scores would be moved earlier, whereas projects with lower Cop scores would be moved later. 10.4 2017 20-Year CIP Implementation Plan For this FMP,OCSD's Project Management Office (PMO) generated cash flow projections using its Primavera model. The following procedure was established by the FMP team to communicate with OCSD's PMO. 1P2 MIICaMWDaouneo QeWCNOCSD11033BA0 InarsGesr2017M"r PlaNCAa*r 100CSD FMP 2017-ImpemanWan Man doa 1001MPLEMENTATION PLAN 10.4.1 Develop Project Data Table All projects that fall within the 20-year CIP were imported into a table referred to as the Project Data Table.This table was a starting point for communicating with OCSD's PMO and contained the following information for each project. 1. Project Information: a. Project Number. b. Project Name. c. Project Type. d. Construction Cost Estimate. e. Location. 2. Project Durations: a. RFP Preparation. b. Consultant Selection. c. Preliminary Design Report(FDR). d. Final Design. e. Bid and Award. f. Construction. 3. Project Schedule: a. Project Start. b. Request for proposal (RFP)Advertisement. c. Professional Design Services Agreement(PDSA)/Notice to Proceed(NTP). d. PDR Acceptance. e. Final Design Acceptance. f. Construction Start. g. Final Completion. 10.4.1.1 Project Information The project information was imported into the Project Data Table from Chapter 9. 10.4.1.2 Project Durations OCSD projects have six phases,each with a different duration that will ultimately determine the overall duration of the project.Initial determinations of durations for each phase of the project were based on historical data from similar projects in the past. Below is a summary of each phase and its duration periods. • RFP Preparation:Six-month duration,independent of project scale. • Consultant Selection:Five-month duration,independent of project scale. • Preliminary Design Report(PDR):Depends on project scale(See Table 10-1). • Final Design:Depends on project scale(See Table 10-1). • Bid and Award:Five-month duration,independent of project scale. • Construction:Duration based on cost estimate preparation process and the project's size and complexity. plXaMldDmumer ClIemIDNOCSD1103SSA001DellrcreMe N17 Ws*FlaniGhapter 10 ODSD FMP a117-1Wp enWtm Pland 10J 10.01MPI FMATIION MAN Table 10.1 Pro act Phase Durations for PDR and Final Design Phase for Different Construction Costs Construction Cost Estimate Final Design Duration USD PDR Duration Months (Months) <1,000,000 3 6 1,000,000—5,000,000 4 8 5,000,000-10,000,000 6 12 10,000,000—30,000,000 0 15 30,000,000—100,000,000 12 18 YI00,000,000 15 24 10.4.1.3 Project Schedule The LoF score for each project,as described in Chapter 9,corresponds to the 5-year time range a project must be completed by to prevent failure from occurring prior to project completion. For this FMP,the last year of the 5-year time range was used as the final completion date for each project. Once that date was determined,the other six dates were developed by working backward using the durations established in the previous section. This created seven total dates, which are described below: 1. Project Start:The project is initiated. 2. RFP Advertisement: The RFP is advertised. 3. PDSA/NTP: The Consultant receives the NTP to start preliminary design. 4. PDR Acceptance:Preliminary design is accepted and final design begins. 5. Final Acceptance:Final design is accepted. 6. Construction Start:The bid is awarded and Contractor receives NTP. 7. Final Completion: Substantial construction and punchlist items are completed. Once the dates were populated,the Project Data Table was completed and handed over to OCSD.OCSD then reviewed and developed the project costs and schedules,escalated the project costs,and developed cash flow projections in the PMO Primavera cash flow model.The preliminary Project Data Table is presented in Appendix G. 10.4.2 OCSD Review After completing the Project Data Table, the next step was for OCSD to complete a comprehensive review. OCSD reviewed all of the key items previously mentioned (name,costs, duration,etc.).During the review process for 2017 CIP Project data,OCSD revised the construction duration for several projects based on OCSD staff's assessment of the construction time required. 10.4.3 Cash Flow Analysis Once reviewed or revised by OCSD, the Project Data Table was then imported into OCSD's Primavera database.The new data was combined with the cash flow already approved under the FY 17-18 budget.A graph showing the cash flow and capital expenditure based entirely on 10 MIICaMWDxumen QeWCNOCSD11033BA0 InersGesr2017 Meats Plan/oW*r 10 OCSD MAP 2017-ImpemenWan Man doa 100 IMPLEMENTATION Lop scores and construction sequencing/feasibility is presented in Figure 10-2.The figure also shows cash flow for the FY 17-18 CIP and the 10-year and 20-year differences between newly projected preliminary CIP and the FY 17-18 CIP. m —calnm Fol.o.z —FYn-]ec.almw use uaa szw d 3 E sxm szsa 3 5]W IOYartiaW l]W.Pmd. IDYanio)all ul—P&n,.I fl1)-10 M 2A90YtlOn p4 %t}]B Balon VrloXtlrtllon bb rc xi,13&)1 5 x,158.631,0.0 5 3A91b]1,<1] 5 35,907Al2 Llm 13id $ S.OSl)S10a0 5 S3x1]Ofl55] 5 260956,517 Sw } M1.]B MRtp MVA%A31%]IS%]L]i%]}]<fYx4x0 fY3RA fYx}x]fY3)X fY]RA fY]PEO fYEAiI%ild]fYEee fY]}y ryY]0 fYi}tl FYERD] FlKM Yor FIGURE 10-2 Cash Flow far Preliminary CIP Compared to Fiscal Year 17-18 CIP 10.4.4 Sequencing/Feasibility Schedule Adjustment As mentioned in Section 10.2,after developing the preliminary cash flow,the projects were reviewed for construction sequencing/feasibility.For this step,all projects within the same process area were evaluated and schedules were adjusted to prevent their construction durations from overlapping.Projects with higher Cop were moved earlier,and projects with lower Cop were moved later. In addition,projects were reviewed for feasibility,which involved adjusting the construction schedule based on realistic timelines for initiating the project,rather than using the estimated end of life. 10.4.5 Cash Flow Leveling As shown in Figure 10-2,capital expenditures in several years significantly exceed the FY 17-18 approved CIP budget. In addition,the projected capital expenditures for the 10-year and 20-year durations exceed the FY 17-18 CIP budget by$36 million and$269 million,respectively. Thus,cash flow leveling was the next step.Projects were shifted so the projected CIP expenditures more closely matched the FY 1748 CIP.As previously mentioned, the projects PYr.lXae ldDmumer CllemICNOCson03n9 Deliwr le N1]Hasler PlanlChayler 10 0050 FMP W17-IWp enWtm Plando ]US 1001MPIEMEMATIION MAN were moved based on the CoR For this IMP,projects were not moved more than 2 yews forward or backward to keep them more or less within the 5-year time range associated with their Lop scores. This process was conducted using the"What-If Tool" supplied by the PMO.This tool allowed for quick assessment of the cash flow changes resulting from moving projects. However,it did not reflect minor changes due to cost escalation associated with the changes in the projects' timing.To account for this,adjustments made with the"What-If Tool"were updated in the Project Data Table and sent to OCSD's PMO to update the Primavera Model,which would then account for the change in cost escalation. The final cash flow and expenditure graph is shown in Figure 10-3. After cash flow leveling,the revised capital expenditures more closely matched the FY 17-18 CIP.The resulting leveled CIP expenditures were less than the FY 17-18 approved CIP budget by$8 million and$30 million for the 10-year and 20-year durations,respectively. waa .AWr PMXlaallm—FV 1748 CyMWw lala a as q E]so I e azoo also Ofi wrwrmino-u.mcm o — M8n sloa Im lLl3E 1, $US5.5YpS $ rl.031i11 5 4 55a5211210 55311.S111 5 E . 5 ry 5� s S , 55ry1 Wa Saha,SpS11 H�wi S s rvnne me.19 rv+wo rv»z+rvzw rvuaa rasa rrzaa rasa rva:+rvna rvau rvmw rvawl rva+az rvazm waaa rv>aa rv5sa rvSaJE F 1Yee, FIGURE 1a-3 Final Cash Flow for Leveled CIP Compared to Previous Fiscal Year(FY 17-18) 1" M11CadWNouWWC1enVCNOCSD11033BA0aDNIreaWe 17M"r PlanrCAapwr 10 OCSD MAP 2017-ImpemenMtim Man door 100 IMPLEMENTATION PLAN 10.4.6 Final Implementation Plan The final project construction start and finish dates for the Plant No. 1,Plant No. 2,Joint,and Collections System projects validated or identified in this FMP are presented in Tables 10-2, 10-3,10-4,and 10-5 respectively.These tables do not include active projects and other non-CIP projects that comprise the OCSD Waterfall Schedule.The complete FMP Waterfall Schedule, including active projects,future projects,and Replacement,Rehabilitation,and Refurbishment (RRR) projects, is presented in Appendix H. 10.5 Year 2037 Plant Nos 1 and 2 Site Maps The projected year 2037 Plant No.1 and No. 2 site maps are presented in Exhibits 10-1 to 10-6. The exhibits also present locations reserved for future process facilities. p lXaW lId0mumer CllemION0050710339A0010ellrcreMe N17 Ws*Flan70hapter 100050 FMP a117-IWp enwtm Plenaoo 10-7 100 IMPLEMENTATION PIAN Table 10-2 Plant No.1 Facilities Master Plan Projects Process Area Project# Description Drlver Construction Cost Project Start Construction Start Date Construction Estimate Date Finish Date P1-126 Primary Clarifiers Replacements and Improvements at Plant 1 Condition $57.057,000 3/1/2020 6/5/2024 3/13/2029 X-017 Primary Clarifers 6-31 Rehabilitation at Plant 1 Condition $30,911,300 5/1/2025 7/23/2029 3/2/2033 Primary •X-055 Primary Influent Splitter Box Rehabilitation at Plant 1 Condition/Redundancy $2,172,400 4/2/2018 1/27/2021 12/17/2021 Treatment •X-056 Relocation of MF Backwash from OCWD to Primary Effluent at Plant 1 Redundancy $888,000 10/28/2017 1/26/2020 12/17/2020 P1-114 Primary Scrubber Rehabilitation at Plant 1 Condition $36,648,400 12/1/2032 9/17/2036 9/5/2039 X-048 Activated Sludge-1 Aeration Basin and Blower Rehabilitation at Plant 1 Condition $59,686,000 9/1/2023 4/27/2027 3/6/2031 Secondary •X-049 Activated Sludge-1 Clarifier and RAS Pump Station Rehabilitation at Plant 1 Condition S42,680,000 3/2/2029 10/26/2032 12/6/2035 Treatment X-018 Activated Sludge 2 Rehabilitation at Plant 1 Condition $48,484,000 3/3/2033 4/24/2037 12/3/2040 X-015 Trickling Filters Rehabilitation at Plant 1 Condition $57,874,000 12/1/2030 4/262034 6/8/2037 Solids Treatment X-043 DAFT Demolition at Plant 1 District Initiative $3,797,600 7/1/2029 4282032 12/172032 P1-127 Central Generation Rehabilitation at Plant 1 Condition $24,532,000 9/1/2027 11/20/2031 12/19/2034 Power Supply •X-077 Swilchgear Replacement at Central Generation at Plant 1 Condition $5,339,000 3/3/2022 4/29/2025 12/15/2026 Side-stream X-006 Waste Sidestream Pump Station 1 Upgrade at Plant 1 Condition $4,873,000 7/1/2033 11/23/2035 11/26/2037 Management X-038 City Water Pump Station Rehabilitation at Plant 1 Condition $2,953,500 12/30/2028 10/29/2031 12/162032 Water Utilities X-039 Plant Water Pump Station Rehabilitation at Plant 1 Condition $4,280,600 12/30/2033 10/28/2036 12/16/2037 Wastehauler X-046 Relocation of Wastehauler Station at Plant 1 District Initiative $4,433,000 4/1/2021 2/23/2024 1/14/2025 Notes: 1. All construction cost estimates presented above are in June 2017 dollars. 2. Projects with X-numbers as the project number makeup the Replacement, Rehabilitation,and Refurbishment portion of the CIP. `New proects identified in the 2017 Facilities Master Plan. pa.lXae ldDmumer CIIemICNOCSDl10339A001OallremMee12017 Maeiar PIaNChapter 10 0050 FMP a117-Impkmentxm Plandote 10-9 100 IMPLEMENTATION PIAN Table 10-3 Plant No.2 Facilities Master Plan Projects Process Area Project# Description Driver Construction Cost Project Start Construction Start Date Construction Estimate Date Finish Date Preliminary X-030 Headworks Rehabilitation at Plant 2 Condition $83,141,000 9/2/2032 10/24/2036 6/4/2040 Treatment 'X-050 Activated Sludge Aeration Basin at Plant 2 Condition $25,701,000 3/1/2020 10/25/2023 12/4/2026 'X-051 Activated Sludge Clarifier Rehabilitation at Plant 2 Condition $16,607,000 9/1/2027 4/25/2031 6/6/2034 Secondary 'X-052 Activated Sludge RAS/WAS/PEPSNaporizers Rehabilitation at Plant 2 Condition $16,822,000 9/1/2032 4/25/2036 12/8/2038 Treatment X-014 Trickling Filter Solids-Contact Odor Control Condition/District $3,882,100 3/1/2033 7/23/2027 3/12/2029 Initiative X-031 Trickling Filter Solids-Contact Rehabilitation at Plant 2 Condition $47,475,000 3/3/2033 4/24/2037 12/3/20240 P2-125 Southwest Perimeter Screening at Plant 2 District Initiative $1,248,200 10/29/2017 4/29/2020 4/20/2022 P2-126 Warehouse Relocation at Plant District Initiative $4,329,000 6/15/2019 12/29/2021 12/20/2023 P2-127 Collections Yard Relocation at Plant 2 District Initiative $706,000 7/24/2019 11/24/2021 11/15/2023 P2-128 TPAD Digester Facility at Plant 2 District Initiative $187,961,200 5/18/2020 6/18/2025 11/25/2030 Solids Treatment P2-129 Digester P,Q,R and S Replacement at Plant 2 District Initiative $57,462,300 12/17/2025 7/17/2030 12/24/2035 XP2-130 Food Waste Receiving Facility at Plant 2 District Initiative $5,835,700 9/25/2032 7/25/2035 7/15/2037 XP2.131 Digester IJK Replacement at Plant 2 District Initiative $38,909,100 11/8/2028 9/8/2032 8/18/2037 XP2.132 Digester Demolition at Plant 2 District Initiative $7,185,600 1/18/2035 11/18/2037 10/28/2042 X-032 Truck Loading Facility Rehabilitation at Plant 2 District Initiative $9,578,500 9/1/2023 10/28/2026 12/12/2028 Power Supply P2.119 Central Generation Rehabilitation at Plant 2 Condition $38,706,000 9/1/2027 11/27/2031 11/14/2034 Sidestream X-007 Waste Side-stream Pump Station 2A Upgrade at Plant Condition $4,873,000 7/1/2033 5/26/2031 11/17/2032 Management *X-054 Waste Side-stream Pump Station C Rehabilitation at Plant 2 Condition $2,684,000 12/30/2023 10/28/2026 12/16/2027 X-036 City Water Pump Station Rehabilitation at Plant 2 Condition $4,564,900 12/30/2028 11/27/2031 7/20/2032 Water Utilities X-037 Plant Water Pump Station and 12 KV Distribution Center Demolition at Plant 2 Condition $1,055,000 12/30/2029 10/27/2032 6/17/2033 Effluent Disinfection X-034 Sodium Bisufte Station Replacement and Bleach Station Demolition at Plant 2 District Initiative $2,142,000 7/1/2024 5/27/2027 1/18/2028 Support Buildings X-008 Operations Center Replacement at Plant 2 Regulation $17,777,900 3/1/2028 10/24/2031 9/14/2032 Electrical X-047 SCE Feed Reliability at Plant 2 Redundancy $23,936,000 9/1/2023 5/27/2026 1/13/2028 Distribution Notes: 1. All construction cost estimates presented above are in June 2017 dollars. 2. Projects with X-numbers as the project number make up the Replacement, Rehabilitation,and Refurbishment portion of the CIP. `New projects identified in the 2017 Facilities Master Plan. pa.lXae ldDmumer CIIemICNOCSDl10339A0010allremMee12017 Maeler PIaNChapler 10 OCSD FMP a117-ImpkmenWtm Plandote 10-11 100 IMPLEMENTATION PIAN Table 10-4 Joint Plant Facilities Master Plan Projects Process Area Project# Description Driver Construction Cost Project Start Construction Start Date Construction Estimate Date Finish Date Preliminary X-044 Steve Anderson Lift Station Rehabilitation Condition $4.172,100 12/30/2019 10/26/2022 12/14/2023 Treatment Outfall Systems 'X-053 Long Outfall Rehabilitation Condition/District $21,713,800 5/30/2019 10/19/2023 6/6/2025 Initiative Condition/Regulation/J-98 Plantwide Miscellaneous Electrical Power Distribution System Improvements District Initiative $3,662,000 12/31/2017 3/6/2018 12/14/2037 J-120 Plantwide Miscellaneous Process Control Systems Upgrades Condition $117,963.000 12/31/2017 10/23/2024 10/25/2029 J-121 UPS System Upgrades Redundancy/District TED 7/1/2023 2/10/2027 8/31/2028 Plantwide Initiative Improvements 'X-057 Plantwide Miscellaneous Yard Structures Rehabilitation or Replacement at Plant No. 1 and Condition $22,766,500 12/31/2023 5/5/2025 12/30/2039 Plant No.2 'X-058 Plantwide Miscellaneous Yard Piping Replacement Condition $27,616,100 12/31/2023 5/5/2025 12/30/2039 'X-059 Plantwide Miscellaneous Tunnels Rehabilitation at Plant No. 1 and Plant No.2 Condition $53,398,100 12/31/2023 5/5/2025 12/30/2039 Notes: 1. All construction cost estimates presented above are in June 2017 dollars. 2. Projects with X-numbers as the project number make up the Replacement, Rehabilitation,and Refurbishment portion of the CIP. New projects identified in the 2017 Facilities Master Plan. pa.lXae ldDmumer CIIemICNOCSDl10339A0 NllremMes12017 Maeiar PIaNChapter 10 OCSD FMP a117-ImpkmenWtm Plandote 10-13 100 IMPLEMENTATION PIAN Table 10-5 Collection System Facilities Master Plan Projects Construction Cost Project Start Construction Process Area Project# Description Driver Estimate Date Construction Start Date Finish Date 2-73 Yorba Linda Pump Station Abandonment District Initiative $4,593,000 10/1/2021 8/28/2024 5/26/2025 5-66 Crystal Cove Pumping Station Upgrade and Rehabilitation Condition $4,854,000 7/1/2034 1/21/2037 2/12/2038 7-63 MacArthur Pump Station Rehabilitation Condition $4,361,000 12/30/2028 11/26/2031 5/19/2033 7.64 Main Street Pump Station Rehabilitation Condition $19,487,000 3/1/2028 9/18/2031 9/8/2033 11-33 Edinger Pumping Station Upgrade and Rehabilitation Condition/Health& $5,417,000 3/2/2023 11/18/2026 11/8/2028 Safety Lift Stations 11-34 Slater Avenue Pump Station Rehabilitation Condition $8,453,000 3/1/2027 5/29/2031 6/2/2033 X-022 15th Street Pump Station Rehabilitation Condition $3,356,000 12/30/2033 10/28/2036 12/16/2037 X-023 Lido Pump Station Rehabilitation Condition $4,703,000 12/30/2028 6/25/2031 12/16/2032 X-024 Rocky Point Pump Station Rehabilitation Condition $5,586,000 9/2/2033 10/29/2036 12/17/2037 X-025 Bitter Point Pump Station Rehabilitation Condition $7,918,200 9/2/2033 2/26/2037 4/16/2038 X-040 College Ave Pump Station Rehabilitation Condition $4,631,000 3/2/2034 10/29/2036 12/17/2037 X-041 A Street Pump Station Rehabilitation Condition $3,187,000 12/30/2033 10/28/2036 12/16/2037 1.101 Raft and Bristol Street Sewer Extension Capacity $3,232,700 4/25/2018 2/1/2023 1/22/2025 2.49 Taft Branch Improvements Capacity $845,500 10/1/2025 3/23/2028 9/14/2029 3.60 Beach Trunk/Knott Interceptor Sewer Relief Capacity $59,573,300 11/1/2022 1/27/2027 2/16/2029 7.65 Gisler-Red Hill Interceptor Rehabilitation Condition $7,017,000 7/1/2019 9/28/2022 12/18/2024 11-25 Edinger Boise Chica Trunk Improvements Condition $1,200,000 7/1/2025 7/19/2028 7/10/2030 X-026 College Ave. Force Main Rehabilitation Condition $193,000 3/2/2025 11/29/2027 1/21/2028 Pipelines •X-060 Newhope Placentia Odor Control Chemical Dosing Station District Initiative $2,193,000 10/1/2021 7/30/2024 12/20/2024 •X-061 Imperial Highway Trunk Sewer Rehabilitation Condition $6,587,800 9/3/2033 4/29/2037 12/15/2038 •X-062 Caballero Blvd Trunk Sewer Rehabilitation Condition $5,877,900 3/2/2024 4/29/2027 12/14/2028 "X-063 Imperial Highway191 Freeway Trunk Sewer Rehabilitation Condition $11,050,200 3/2/2026 7/25/2029 9/9/2031 -X-064 Knott Ave.Small Diameter Sewer Rehabilitation Condition $3,481,700 7/1/2017 4/29/2020 12/15/2021 -X-065 Santiago Canyon Road Trunk Sewer Rehabilitation Condition $3,548,600 7/1/2029 4/28/2032 12M7/2032 'X-066 Mead St.Trunk Sewer Spot Repairs Condition $7,293,700 7/1/2034 12/30/2036 8/20/2037 pa.iXae ldDmumer CIIemICNOCSDl10339A001DallremMee12017 Master PIaNChapler 10 OCSD FMP a117-ImplemenRlion Plandote 10-15 10.01MPIEMEMATION MAN Table 10-5 Collection System Facilities Master Plan Projects Construction Cost Project Start Construction Process Area Project# Description Driver Estimate Date Construction Start Date Finish Date 'X-067 Western Ave./Hoover St.Trunk Sewer Rehabilitation Condition $12,485.400 3/3/2027 10/26/2029 6/9/2032 'X-068 Chapman Ave.Trunk Sewer Rehabilitation Condition $1,293,800 3/2/2035 10/29/2037 12/22/2037 'X-069 Main St./17th St.Trunk Sewer Rehabilitation Condition $4,498,400 7/1/2034 4/29/2037 12/18/2037 'X-070 Santa Ana Metro Link Trunk Sewer Rehabilitation Condition $2,647,600 10/2/2034 7/29/2037 12/21/2037 'X-071 Boise Chica/Edinger/Springdale Trunk Sewer Rehabilitation Condition $6,892,300 9/1/2027 10/28/2030 6/14/2032 'X-072 Broadway St.Trunk Sewer Rehabilitation Condition $3,506,900 12/30/2034 10/28/2037 12/21/2037 'X-073 Broadway/Main St.Trunk Sewer Rehabilitation Condition $7,838,000 3/3/2034 4/29/2037 12/15/2038 'X-074 Santa Ana Trunk Sewer-Plant 1 Influent Trunk Sewer Replacement Condition $1,007,600 7/1/2019 4/27/2022 12/16/2022 'X-075 Fairview Trunk Sewer Rehabilitation Condition $1,520,600 12/30/2023 10/28/2026 12/16/2027 'X-076 Alton Avenue Trunk Sewer Rehabilitation Condition $24,661,800 3/1/2020 10/25/2023 12/9/2025 'X-078 Air Jumper Additions and Rehabilitation Condition $13,720,900 12/31/2022 5/8/2023 11/19/2032 Notes: 1. All construction cost estimates presented above are in June 2017 dollars. 2. Projects with X-numbers as the project number makeup the Replacement, Rehabilitation,and Refurbishment portion of the CIP. New projects identified in the 2017 Facilities Master Plan. 1P16 MllCaraWNcum CllerNCNOCSD11033BA00.D lI mWesr2017 M"r PIaNChaphr 10 OCSD POP 2017-ImpemenWan Man doa CACCESS ARM PA.' PROCESS ARM NAME _-� I MSG STRUCTURE 27 DIGESTER PUMP ROOM �.. 2 SUNFLOWER PUMP STATION 25 BOIIER �\ S STEVE AUDER60N LIFT STATION RS SOLIDS STORAGE I TRUCK LOADING \ \ p BARSORF£AS GAS HOLDER 6 INRUENi PUMPS RBUIIIDING � "GI 6 32 POWER A GO.,CHAMBER GET PUMP STATION 12IVSYSTEM NGNSCALE1-100� MEETINGS HANDLING BUILDING CITY WATER PUMP STATION \ A11 SAID17 HYDROGENPEROXIDE CFAULTY 35 WAE WA TER PUMP SFAIiON 10 FERRIC CHLORIDE FAC V REryOUS0U6E/DROPS IEGENO CONTROL FACILITIES BOX CAUBOPERA BUILONSDING LOXTpOLLENIEq L MI MO - 0 2 LUCK KKC II FUTURE FACILITIES S PRIMARY THAT, WASIEINULNE r FACILITIES TO BE REHABILITATED ♦ PRIMARY PCLVMER FACILITY // SOSO FACILITIES 1 Owm FACILITIES / OCWD FAOIImES 11 I6 WASTE 610E67REAM PUMP STATION 10 OOUEOTIDNB YARD OCSO PROPERTY IIEASEOI 16 iPICNLING FlL11 AS PUMP STATION pR FUTURE PROOE66/6TAGINGAREp $ I iRIONLING FlIT F A / STRUCTURES I MP STATION OCCUPIED EXCLUDING OBM / HW=DI6UTflRISUPOo 6TBGGTlBB B PNIIMHV EFFLUENT PUMP GflIT Hpry0Dx6 BUILDING q 19 BLOWER BUTIONG pp BSO JMETERIN AND DIVERSION GAS COMPRESSOR P POWER BUILDINGARY DIITypET�IT DISTRIBUTION BO% 0 21 SECONDARY YCLARIFIERSXO 46 TRUCK WASHING O / / P PD FEES PRIMARY Y£WFM JUMP STATION TIO% I P - PU VIA STATION 22 SLUDGE I9CUM PUMP 9ipIi0N A/ FURE9 n PAPS- yq ACTIVATE RiPDMP BTATIONTON 2B BLEACH STATION / MF- �NADANAA DI pIF DISCHARGE 2p iHICKEryING 8 DEWpIEflING FACILITIES O 6FEEB5 S DECONDARV EFFLUENT JUNCTION BOX RS DPF PUMP LOU. TRICKLING FILTER EFFLUENT BOX R6 DIGESTERS WFS F5-CKIWASNG GOR POLLS EIDE S OPUMP CM pDMp STATION I,��L 2 O 'nT'1L. 3 36 36 I ® 39 I E o 1 4 PHTT 38 6 5 ♦'P0 6 36 36 Q = 3 5 g al _ � �� o / •1. 2 I( TUNMEL --__ — 34 36 I C D 14 W o O ,� TDxNEL1♦ 3 x n 13, U O O a LL23 GETS 45 6 >Q 13 13 C 6 6 6 , `------�9..PI-5„uXxFt ----' > 4 21 z, a 'S4ire JS 4 11 U19 RGE 6 p � r 1 tl 9 5 1 iII� II 3 42 R 24 9 S 40 �4 Sz O I . 2t 2t IIO 4 2t 4 40 21 40 32 21 2t 35 41 WaI 21 21 B EXHIBIT 10-1 GET PLANT NO. 1 / 2037 SITE LAYOUT L,SE, ao PS 15-10: 2017 FACILITIES MASTER PLAN GApgEL 33 Orange County Sanitation District A 1 M6D STRUCTU 6E 27 DIGESTER PUMP ROOM 2 SUPFLOWEA PUMP STATON IN SOLIDS A p STEVE FARSC NDEA60N LFISTATION ¢p GASHOLDER GEITRUCK I➢ V < p0 GAS HOLDER �BAP 90PF£JJ9 > � B 6 INR.UENi PUMPS 31 CENTRAL GENE.DP E.I.N. 6 32 P GERp 4411, PLAYER BUILDING 7 GET PUMP STATION pp 12W6VSTEER p GLNEEM NGS LUNCHING BUILDING p< CITY WATEA PUMP STATION DATELE/09I20.. B HYDROGEN PEROXIDE FAULTY pE FLAUNT WATER PUMP CI ��. 10 F. CHLORIDE FACILITYp6 WAREHOUSE/SHOPS V A 1£f.ENO I1 OWMCONTROL ENT SPLDTE Br OPERATIONS LCMPOLLETTER , �� DFMC - EASO% / E NW/NS TO BE ONDp 2 FFMGAR�VP Pw FSFUrt F FACILiIE6 i0 BE flEHPBILITRED 1 pe GRI SU L➢NG � 1 pG VA�LOGIN ACIEP 1 IT PP POLWEP FAG IITV CO CCNC FACILITIES r OGVX FACILITIES I6 WASTE 610E STREAM PUMP STATION A OLWD FAO LJT169 ©' OCSO PROPERTY 11EA6EDl [� I TRICKLING FlLTEPS PUMP STATION pR FVFURE 31TEPROCESS/STAGIARTERS $ I iPICNLIN6 FlLTEP P / STRUCTURES- I MP STANICN OCCVPEDTBVFLOIXG E%CLUDING 08M - MB- DIEADSOCKI 6iflVLTUPE I (DING P oe GPR HANODx6 BUILDING ISbp JCMEi EFING AND DIVERSION 45 GAS COMPEESSOP 20 AERATION BUILDING PRIMARY T DISTRIBUTOR SUN 46 TRUCK WASHING PILLING PEIB- EFFLUENT JUNGTON PO% CLARIFIERS47 TRAILERS FEES S S PUMPI STATIONFLV 22 SLUDGE I SCUM PUMP STAITON WP6 - RPVMP PLAT ON NZ pg ACTIVATEDSLUDGE 2S BLEACH STATION SAP-6µ P AM RIVE DISCHARGE iHICrcENING 6 DEWAIEflING FACILITIES 4 MIN/UB SEIB SECONDARY CCDA" FIRER JUNC➢OH BC% RS DPF PUMP POOR SAFETY - - TRIOST TYPS NO FhiED EFFLUENT SON RS DIGESTERS INFMSTINCTUPE 6 WSS PS TRICKING FILTER I AE STREAM PNMPV DIFFER 52 111. uullll IUIuuullllm 60 2 � PHU 3 36 36 49 1 LO SIR5 36 - O Li g�/p T 6 ', 36 � 34 O13 L I � 13 5 ; 3 _ I � II '14 13 �� /" 3 r3� Pb LPL 13 13 e LIF< 3TUINIL U L}Jt 31 v _ --�IJ Q I. '1 16 111 .. 45 B i Q D 13 13 nC $y / z U G n U g ✓ 6 Q ❑ D 3 vyy ° r 26 ___ soumP z W'r F „ —G 41 f6 2 � 46 � ;I Tuxxs 25 L _� To 9 C tl r TuxxFipo--i__ 29 0 �L' I? u S o / I 48 0 2 ��� 21 21 21 21 EJBz p������� 0 JBA SEJB 6EJB1 ue o �p� __flBBIBa EXHIBIT 10-2 Sk PLANT NO. 1 DEMO PLAN AS OF SEPTEMBER 2017 _ PS 15-10: 2017 FACILITIES MASTER PLAN PANICLGAVE33 Orange County F@ Sanitation District A FRI DEEP M., e SUNFLOWER 11.1 6TAT ON 2e GOLM 1 • SIEVE PNOEP30NLIST STATION 18 WLID66i0MGE/..UCKLWDING \A ♦ fiAx 3CxFc]IS 9° W6HDLDEq • I• GOP CHA POMP' LEHiPALO ..NPiON BUIWIXO GOP CHAMBER INKSTP GPX PUUP 6iPTON ° AULE-1=1Wm i 36 1PkV BUILDINGY �.� � 3 SCFEExw65 ECTIHAN BE F II-11N6 3< L11VWPAE PUMP6iPTOX • HWEE CHLORIDE 36 WANT REOUSEA PUMP STALLS! D .0 LEGEND 10 PPICONTROLF FACILITIES 36 OlESI USE/SHOPS DEMO = OP CAXiUT WPIINTE CASTB BUILDING CONiflOLCENiEP \" NEW/TES TO EREH➢BI FACILITIES TO BE REHABILITATES ES MAEV INFLUENT 9PLInFA 304 LASTBVILOING _ MARVC OULAD NUl£E OCSO FACILITIES 14 V POLVMEPRFACIUIV OLWO FACILITIES OLWO FACILrtIE3 15 WASTE SIOE STREAM PUMP STAPON COLLECTIONS YARD A OCSO PROPERTY IIESSEDI iPICKVNG FILiEP6 PUMP STATION ♦ FUTUSE PROCESS/STAGING AREA $ DESIGNATEDPs FUTURE PROCESS - ■ }OICKONG FIIS ♦ TEE SITE FOR HEPOOUAETEESI OCCUPIED BUIWI NO EXCLUDING OEM O SIBVGILBES II x l3 PflIMAPY EFFLUENT PUMP 6TAlI0N 10 BLOWER BUILDING 44 GRIT HANDLING BUILDING OHIS 6=DIMNAOO22.3iflVCiUPE AERATION BUILDING MIKE GA.lMPMMGJC ��g UNOTCH BO% JS j MIKE J MET E ING AND DIVERSION 6EWMERLEV CLARIFIERS ♦S THICK wASxIxG HE - POWEgMgfiUR FF� DISTRIBUTOR 21 j PFp9- PRIMARY EFFLUENT JUNCTION ENDS 22 6WWE/SCUM PUMP STMON T TMILEE6 p - 61FACN STPTION ♦S DPFi L50 PW 3 PUPN3MAW'P1ERP N GA THICKENING BOEWAiEPING FACILITIES 1 MIX ILAH - SP_S LP PNA PI ETP OO9CX FEGE GA OAF PUMP fl00M ERS CLARIFIER `� STEERS SNTA SECONDARYEFFLUENT UJ DIEST SCHARGE BO% IT XFPASTPVCTURE FILTER 36 OIGE3iEP6 F l rv-��O FREE TWASTE SIDE REAM UMPP STATIONER uGEs L_J 3 u II II I Lnj 12 Li 2 S �� - — - 5 ? -I t3 1 1 I 13 39 5 4 rp J13 / / 1 t j l 13 j 44 Li 8 0 8 � s L 11 , 3a :r a O J� - 10 26 J 38 3 3 ' 13 31 (�f 6 Q HE LL a 3 PEe � 4 O 13 A 13 III\ J A 26 FEE JB1 PED61/�✓ m a ry yy / 6I . _ o- ME 6 11 19 18 h L - _ ' Ln mxxuzsJil Io 19 USN EL u J 6 I / n I I I q 'L] 9 6 �� IT o LiJ 5 Ff71 1 11 I 1 21 / 21 6� - 21 I I I I 6 1 I I I 21��A I I I I�I I / 21 1 21 6 I I I I I I I II I III I I I I I I I r 6 n i �1=it J-L1 N 21 21 3 r 21 21 35 I I I SETEIB1 r- z, -4 ti 21 -y T,6 EXHIBIT 10.3 �_____iI L ... 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