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CPH, Inc. Master Wastewater Plan - 2019
CITY OF WINTER SPRINGS MASTER WASTEWATER PLAN FINAL DRAFT June 2019 Incorporated 1959 r � ,Engineers CPH,Inc.—Orlando Planners Landscape Architects 1117 East Robinson Street Surveyors Orlando,Florida 32801 Const ruction Management (407)425-0452 Design%Build CPHProjectNo. W04175 C..rtftrA,,t1enri_ntlnir u.. 00 063 21 5 MASTER WASTEWATER PLAN TABLE OF CONTENTS Paae CHAPTER 1 - EXECUTIVE SUMMARY 1.1 Background 1-1 1.2 Overview 1-1 1.3 Overview of Wastewater Suppliers in Winter Springs 1-2 1.4 City Service Area Future Wastewater Treatment Strategy 1-7 CHAPTER 2 - INTRODUCTION 2.1 Purpose of this Plan 2-1 2.2 Geographic Location 2-1 2.3 Climate 2-6 2.4 Topography and Drainage 2-6 2.5 Surface Water 2-6 2.6 Soils 2-7 2.7 Ecology 2-7 2.8 Air Quality 2-7 2.9 Archaeological and Historical Sites 2-7 2.10 Flood Plain 2-7 2.11 Socio-Economic Conditions 2-7 2.12 Managerial Capacity 2-10 2.13 Scope of the Study and Limitations 2-10 2.14 Reuse Program 2-10 2.15 Operations Permit for the Winter Springs East Water Reclamation 2-11 Facility 2.16 Operations Permit for the Winter Springs West Water Reclamation 2-12 Facility CHAPTER 3 - EXISTING FACILITIES 3.1 General 3-1 3.2 Sewer Collection and Transmission System 3-4 3.3 Storage Requirements for Meeting Public Access Criteria 3-6 3.4 Reclaimed Water Distribution System 3-13 3.5 Reclaimed Water Disposal Sites 3-20 3.6 West WRF Facilities 3-28 3.7 East WRF Facilities 3-40 3.8 Sludge Handling and Disposal: Summary of Revisions to Rule 62-640, 3-52 F.A.C. 3.9 Advanced Treatment 3-54 3.10 Wastewater Collection and Transmission System 3-56 CHAPTER 4 - WASTEWATER TREATMENT PLANT CRITERIA - 3.0 MGD 4.1 General 4-1 4.2 Water Reclamation Facility Components 4-3 4.3 Reclaimed Water 4-14 CHAPTER 5 - POPULATION, WASTEWATER FLOWS AND SERVICE AREA 5.1 Population and Future Land Use 5-1 5.2 Wastewater Flow 5-6 5.3 Wastewater Reuse Program 5-11 5.4 Service Area Growth 5-11 5.5 Septic Service Area 5-11 CHAPTER 6 - EVALUATION OF WASTEWATER SYSTEM ALTERNATIVES 6.1 General 6-1 6.2 Construct New 3.0 MGD Facility at the West WRF Site 6-2 6.3 Construct New 3.0 MGD Facility at the East WRF Site 6-10 6.4 Construct New 3.0 MGD Facility at the Oak Forest Spray 6-15 Irrigation Site 6.5 Transport all Flow to the Iron Bridge Regional Facility 6-21 6.6 Maintain Separate Facilities and Re-construct the East and West 6-31 Facilities 6.7 Temporary Interim Facilities 6-44 CHAPTER 7 - SUMMARY AND RECOMMENDATIONS OF WASTEWATER SYSTEM ALTERNATIVES 7.1 General 7-1 7.2 Observations and Recommendations 7-3 CHAPTER 8 - SCHEDULED CAPITAL IMPROVEMENTS 8.1 Scheduled Capital Improvements 8-1 MAPS/FIGURES 1-1 Winter Springs Service Area Map 1-4 1-2 East WRF Service Area —Septic Tanks 1-5 1-3 West WRF Service Area —Septic Areas 1-6 2-1 Location Map 2-2 2-2 Existing Wastewater Service Areas 2-3 2-3 Soils 2-9 3-1 East WRF 3-2 3-2 West WRF 3-3 3-3 Sewerage System Map 3-5 3-4 Reuse Service Areas 3-17 3-5 Lake Jesup 3-18 3-6 Oak Forest 3-19 3-7 Map of Existing WRF Disposal Sites 3-22 3-8 Dayron Ponds 3-23 3-9 East Percolation Ponds 3-24 3-10 Mt. Greenwood Ponds 3-25 3-11 Site 16 —Site 17 —Oak Forest Spray Site 3-26 3-12 Tuscawilla Golf Course 3-27 3-13 Winter Springs Collection System Map 3-58 3-14 East Collection System Map 3-59 3-15 West Collection System Map 3-60 3-16 Diurnal Flow Curves West WRF 3-90 6-1 West Water Reclamation Facility— 3.0 MGD Option 6-7 6-2 Pretreatment West Reclaimed Facility 6-8 6-3 Transfer of Flow from East Water Reclamation Facility to the West 6-9 Water Reclamation Facility 6-4 East Water Reclamation Facility— 3.0 MGD Option 6-13 6-5 Transfer of Flow from West Water Reclamation Facility to the East 6-14 Water Reclamation Facility 6-6 Oak Forest Water Reclamation Facility 3.0 MGD Option 6-19 6-7 Transfer of Flow from West and East Water Reclamation Facilities 6-20 to the Oak Forest Water Reclamation Facility 6-8 East Side Forcemain to SSNOCWTA 6-27 6-9 West Side Forcemain to SSNOCWTA 6-30 6-10 West Water Reclamation Facility— Rehabilitation 6-35 6-11 East Water Reclamation Facility— Rehabilitation 6-39 6-12 Pretreatment and Field Erected Advanced Wastewater Treatment 6-43 Schematic Layout —3.0 MGD Capacity TABLES 1-1 Recommended WRF Project Alternatives and Preliminary Opinion 1-9 of Probable Construction Cost 1-2 FY 2018/2019 Budgeted Capital Improvement Wastewater Systems 1-10 1-3 Back-Up Pump Installations Capacity Improvements Five (5) 1-11 Year Plan 3-1 Inventory of Existing Disposal Sites 3-9 3-2 Inventory of Existing Reclaimed Water Storage Facilities 3-9 3-3 Inventory of Existing Reclaimed Storage Ponds 3-10 3-4 Inventory of Existing Reclaimed High Service Pumping Facilities 3-16 3-5 Winter Springs West Wastewater Reclaimed Facilities — Existing 3-38 Design Capabilities 3-6 Winter Springs East Wastewater Reclaimed Facilities — Existing 3-50 Design Capabilities 3-7 East Lift Station and Locations 3-61 3-8 East Lift Station Connector Summary 3-72 3-9 West Lift Stations and Locations 3-74 3-10 West System Lift Station Connection Summary 3-81 3-11 Private Lift Stations and Locations 3-82 3-12 Model Data Table for Extended Pump Simulation 3-91 4-1 Historical Water Quality Data 4-2 4-2 Winter Springs Wastewater Reclamation Minimum Design 4-12 Parameters 5-1 Existing Service Area Population Projections 5-5 5-2 Historical Wastewater Flows (AADF) 5-6 5-3 Historical Wastewater Ratios — East 5-7 5-4 Historical Wastewater Ratios —West 5-8 5-5 Summary of Flows and Peaking Factors 5-9 5-6 Projected Wastewater Flows in MGD 5-10 6-1 Preliminary Opinion of Probable Construction Cost —West WRF - 6-4 3.0 MGD Capacity Treatment— Contact Stabilization 6-2 Summary— Preliminary Opinion of Probable Construction Cost — 6-6 West WRF - 3.0 MGD Project 6-3 Preliminary Opinion of Probable Construction Cost — East WRF - 6-11 3.0 MGD Capacity Treatment— BNR AWT 6-4 Summary— Preliminary Opinion of Probably Construction Cost - 6-12 East WRF — 3.0 MGD Project 6-5 Preliminary Opinion of Probable Construction Cost—Oak Forest WRF - 6-16 3.0 MGD Capacity Treatment— BNR AWT 6-6 Summary— Preliminary Opinion of Probable Construction Cost —Oak 6-18 Forest WRF — 3.0 MGD Project 6-7 Iron Bridge Partner and Capacities 6-24 6-8 Summary— Preliminary Opinion of Probable Construction Cost - 6-29 SSNOCWTA Connection Project 6-9 Preliminary Opinion of Probable Construction Cost—West and East 6-38 WRF — Rehabilitation — 1.5 MGD Capacity Treatment Each 6-10 Preliminary Opinion of Probably Construction Cost—West and East 6-40 WRF - New FETPs - 1.5 MGD Capacity Treatment Each 6-11 Preliminary Opinion of Probable Construction Cost—West and East 6-41 WRF — New Facility— 1.5 MGD Capacity Treatment— Each Site— FETP AWT Technology 6-12 Preliminary Opinion of Probable Construction Cost—West and East 6-42 WRF — New 1.5 MGD Capacity Treatment Each Site— SBR Technology 6-13 Leasing Option 1 — Lease — 1.35 MGD Capacity Treatment 6-45 6-14 Leasing Option 2 — Direct Purchase — 1.35 MGD Capacity Treatment 6-46 6-15 Preliminary Opinion of Probable Construction Cost—West and East 6-47 WRF — New 1.5 MGD Capacity Treatment Each Site — Pre-Fabricated 7-1 Summary of Preliminary Opinion of Probable Construction Cost 7-2 8-1 FY 2018/2019 Budgeted Capital Improvements Wastewater Systems 8-1 8-2 Back-Up Pump Installations Capital Improvements Five (5) Year Plan 8-4 APPENDICES A. Operating Permits — East WRF and West WRF B. IBRWRF Capacity Emails C. Land Use Data D. Opinions of Probable Construction Cost and New FETP Description and Rehabilitation Descriptions E. Modeling Information MASTER WASTEWATER PLAN ABBREVIATIONS AND SYMBOLS AADF - Annual Average Daily Flow ABW - Automatic Backwash AWT - Advance Wastewater Treatment BEBR - Bureau of Economic and Business Research BMF - Biosolids Management Facility BNR - Biological Nutrient Removal BOD - Biological Oxygen Demand CCC - Chlorine Contact Chamber CF - Cubic Feet CFM - Cubic Feet per Minute CS - Contact Stabilization CT - Concentration Time DIP - Ductile Iron Pipe DO - Dissolved Oxygen EPS - Extended Period Simulation F.A.C. - Florida Administrative code FDEP - Florida Department of Environmental Protection FETP - Field Erected Treatment Plant FM - Force Main GID - Greenway Interchange District GIS - Geographical Information System GPCD - Gallons Per Capita Per Day GPM - Gallons Per Minute HDPE - High Density Polyethylene IBRWRF - Iron Bridge Regional Water Reclamation Facility KW - Kilowatt LandAP - Land Application LS - Lift Station MG - Million Gallons MGD - Million Gallons Per Day mg/I - Milligrams Per Liter mL - Milliliter MLSS - Mixed Liquor Suspended Solids MPS - Master Pump Station NGVD - National Geodetic Vertical Datum NMP - Nutrient Management Plan NOWSCO - North Orlando Water and Sewer Company PHF - Peak Hour Factor PSI - Pounds Per Square Inch PVC - Polyvinyl Chloride RAS - Return Activated Sludge RIB - Rapid Infiltration Basin ROW - Right of Way SBR - Sequencing Batch Reactor SCADA - Supervisory Control and Data Acquisition SF - Square Foot SJRWMD - St. Johns River Water Management District SRF - State Revolving Funds SRT - Solids Retention Time SSNOCWTA - South Seminole and North Orange County Wastewater Transmission Authority SWD - Side Water Depth TDH - Total Dynamic Head VFD - Variable Frequency Drive WAS - Waste Activated Sludge WRF - Water Reclamation Facility WWTP - Wastewater Treatment Plant City of Winter Springs—Master Wastewater Plan Page No. 1-1 CHAPTER11 EXECUTIVE SUMMARY 1.1 Background The Winter Springs Wastewater Facilities, the East Water Reclamation Facility (EWRF) and the West Water Reclamation Facility(WWRF), operate as"Public Access"water reclamation facilities and they provide reclaimed water to golf courses, commercial, recreation and residential areas for irrigation. The first Master Wastewater Plan for the City of Winter Springs was generated in 1987. Amendments were provided in 1989 and 1992. No revisions or new reports have been written since 1992. The existing wastewater treatment infrastructure, as well as the East and West Water Reclamation Facilities, are aging and a plan is required to extend operation of the utility system into the next decades.The existing wastewater treatment systems are reaching the end of the useful life for the existing equipment. This Master Wastewater Plan covers the wastewater treatment plant portion of the utility system. It was assumed at the beginning of this analysis that the existing wastewater treatment facilities will require either major re-construction or full replacement. The analysis of the re-construction/replacement of the wastewater treatment facilities is the main part of this Master Wastewater Plan. Since this study evaluates system changes and new facilities, the Master Wastewater Plan is written in accordance with the State of Florida State Revolving Funds (SRF) Facility Plan model format to position the City for future loans from this program. The Master Wastewater Plan projects sewerage demand for a 20-year period. The Master Wastewater Plan addresses demand for the City's service area through the year 2040, which is approximately a 23-year planning period. 1.2 Overview 1.2.1 Plan Objectives The Master Wastewater Plan incorporates and continues the progressive plan that the City has been implementing since they purchased the private utilities in 1984 (North Orlando Water and City of Winter Springs—Master Wastewater Plan Page No. 1-2 Sewer Company— NOWSCO) and 1990 (Seminole Utilities). The City Master Wastewater Plan is based on seeking economical and environmentally sound solutions for wastewater treatment and disposal. The plan includes: 1) An analysis of the existing and future sewerage needs of the City (population and flow) 2) It evaluates the possible consolidation of treatment facilities 3) It contains a new sewerage system model of the lift stations and the main gravity connection piping (it does not contain the residential subdivision gravity sewers per project scope) 4) The consolidation analysis uses the model to determine sewerage routing needs 5) It provides alternatives for new treatment facilities. 1.2.2 Reclaimed Water The reclaimed water system was originally created in the City to dispose of wastewater effluent. Over several years of use, reclaimed water has become a method to alleviate potable water/groundwater withdrawals and increase the ability of the City Potable Water System to serve new customers without expanding drinking water capacity. Reclaimed water has been very successful in achieving both goals. However, for municipal enterprise fund utilities, decreased potable water consumption directly correlates to decreased revenues, because reclaimed water is typically less expensive than potable water.Although when available, homeowners will typically use more reclaimed water for irrigation purposes than potable water, but these differences are not always significant enough to overcome the gaps in revenue. See the Winter Springs 2017 Water Facilities Work Plan for more information on this subject. 1.3 Overview of Wastewater Suppliers in Winter Springs Winter Springs is located in Seminole County, Florida. A wastewater service area map is included as Figure 1-1. Within the incorporated area of Winter Springs, wastewater service is supplied to customers by the City of Winter Springs utilities system(s) and onsite disposal (individual septic tank) systems. 1.3.1 Winter Springs Utilities The City of Winter Springs owns and operates two wastewater treatment plants within its corporate City of Winter Springs—Master Wastewater Plan Page No. 1-3 limits. The East wastewater treatment facility(approximately 2 MGD) is located on Winter Springs Boulevard in Tuscawilla just east of the Tuscawilla Golf Course. The West wastewater treatment facility (approximately 2 MGD) is located north of SR 434 on Casselberry Lane just west of the former Winter Springs Golf Club. Both facilities are permitted by the Florida Department of Environmental Protection for Public Access treatment. 1.3.2 City of Casselberry The City of Casselberry serves approximately seven (7)commercial/warehouse customers on Belle Avenue. 1.3.3 City of Longwood The City of Longwood serves some of the area along US 17-92 north of SR 434.These customers are within the City limits of Winter Springs.These are direct customers of the City of Longwood and are part of an interlocal agreement. 1.3.4 City Sewer Supplied to Unincorporated Users Winter Springs does not supply significant amounts of wastewater service to unincorporated areas. It is a general policy of the City to serve only within corporate limits.The only site served is a tract of land (commercial/industrial parcel)at the most northern part of Winter Springs just north of Shepard Road on US 17-92. The property is currently unoccupied. 1.3.5 Self-Disposal Systems There are residents in the City of Winter Springs that are on septic wastewater self-disposal systems. We estimate that there are an equivalent of approximately 766 single-family lots in this category (estimated population of 2,014 persons at 2.63 persons per household — census data). There are also two commercial/industrial areas in the West Service area and the Georgetown Clubhouse on septic wastewater self-disposal systems. These septic wastewater self-disposal systems have an estimated flow of 177,918 gpd AADF.This flow rate can be accommodated by the existing infrastructure if the septic areas are converted to public sewer. The septic areas are identified in Figure 1-2, East WRF Service Area- Septic Areas and Figure 1-3,West WRF Service Area— Septic Areas. o z O LL G— i II I II II Q cn II rr z_a II Q Iw II � w¢ II w w w F- w � S Q Orr }w w F-U) � � u � Y u v=o dam== Y a`aN � a w fill osN V CC ` p � c b O.• `o°. ku NN�s� IF y d=E LQ aw= n C N Y !! J Q v � 3 .O. U � Q m D O LL \ N 0 N N co \ � l Z \\ Q Q Q 0I � O N L fl- A O � Q D D U Q (t) _ oN� z w ILL a W' 1 � w o a z 0 W U U) IL za cwn' X w a (L a F LLI X Lu � Z Lu a F- � w zQ U �< Z7 > LU oW ILL tzU) oZ U< JIW LU W o„ J yamo�z � � CD C o'e codN w� W ' U)III CIO X Ww 0 '...> U U • m.. � Y N O W N y 02 y O C w0 W C 0 .a � O x 0 Q W a to w Q O f F a -a� z y 3, - ia3 oy d da 2A r \ m 0 0 r. c�m Q 0 0 Q. 0 • 0 L Q g � 3 �U) z z z z z O N � O F > z Q Q Q Q Q V W W W W W W W W Z O n Z m a co ro O LL 0 N 0 N N W U F d F F Z F Em m 2 o D D U Q n LU N N a�C' ii LU o i LU s w �-L co d d' w a. \.y' Q O W N w �,... Q O z 4 ~ Ug IL c7 a w z0� Cl) Lu w w Q N 00 Q W W H U) 1 N N 0/- ? m O K W z z [t O ZO U ZO w W O W C e°-F w 0 z O U) }H _.._ W U O O O w W tz U) w � w� w w z cr U Q >� U = Z = w F Z , ,I Z w Z O UJ -�rS�`- Q Q Z Z 3 w 0 z Q0 0 Q p zz o �Q CD 0 0 m Z Q zQ O W F /Q z O �_..�-- C,0 `� Q g ��0�0�� Z zQw O w OD 0 ;: Z z Z O z U) �. < Ua c aN 1`. dam F z d NQ�c W Z U W ` O U U z w 0 U CN O � w LL a'U Q w Z\ O w O . . C) 0 I., I 00 0 \\ 0 ? City of Winter Springs—Master Wastewater Plan Page No. 1-7 1.4 City Service Area Future Wastewater Treatment Strategy We recommend that the City's approach to meeting the projected wastewater demand over the next 20 years is to continue with the two plant sites. This strategy is based on the following basic principles: 1) There is a large existing infrastructure investment at each of the two sites. 2) The existing collection/transmission system is divided into two service areas and there are no interconnects. 3) The interconnecting piping between the two collection/transmission systems is expensive because of the long distances between the facilities. 4) No public hearings would be required to maintain operation at the two existing sites; whereas, a new site would need public participation hearings to proceed. 5) Environmental audits and studies are not required on existing sites. 6) Archeological studies are not required on existing sites. 7) Flora and fauna studies are not required on existing sites. 8) Consolidation, and therefore, the expansion of the current facilities to a larger capacity at either the East WRF or the West WRF would trigger public participation;whereas, repair/re- build/re-construction of those existing capacities and facilities would not trigger the same level of public participation. 9) Instrumentation and controls can be set-up to make one of the sites an operational center and the other site as "remote" site. Minimal staffing would be required at the "remote" facility.This is an advantage because it is harder to find trained wastewater treatment plant operators and maintain a staff at both facilities. 10)The reclaimed water distribution and disposal systems are centered around the existing WRF sites. Therefore, it is better to maintain the current reclaimed water distribution and pumping systems.There are piping interconnects that already exist for reclaimed, but most of the lines are sized for operation from the existing sites. 11) Effluent disposal sites are based on the existing configurations. Additional piping would be required to utilize the sites from a consolidated site. 12) Repair/re-build/re-construction appears to be the most cost effective solution to the future needs of the City. 13) Expansion of the capacity of the facilities is not required to meet the projected needs of the population and growth of the City of Winter Springs.The existing permitted wastewater flow City of Winter Springs—Master Wastewater Plan Page No. 1-8 capacity (2.07 at the WWRF and 2.012 at the EWRF) is greater than the projected flows. 14) Repair/re-build/re-construction can be performed in multiple phases over the years without disruption of exiting services. It will spread out the expenditures and complete the most pressing projects up front. 15)The construction of new pre-treatment facilities at the West WRF were requested by staff. 16) New operations buildings were requested by the staff(one at each site). 17)The opinions of probable construction cost include 30%of the construction equipment cost estimate in order to provide new electrical systems as well as replace old electrical gear. 18)The opinions of probable construction cost include 10%of the construction equipment cost estimate in order to provide enhanced instrumentation and controls. 19)The filter systems at each facility will be replaced with new equipment. 20)All opinions of probable construction cost include a 20% planning contingency; a design allowance of 7%; Construction Administration services of 10%; Sales tax of 2.5%; and, an administrative allowance of 5%. Table 1-1, Recommended WRF Project Alternatives and Preliminary Opinion of Probable Construction Cost, lists three (3) recommended alternatives.We have identified three (3) because the final choice depends on the input from City Staff and Management. From an Engineering and longevity perspective, we recommend the Reconstruction alternative unless significant funding is available for the advanced treatment option. The first is the lowest cost alternative. It is a re-build of the existing systems as they exist today, but provide new materials to place the projects into a condition that will last another 20 years. It is intended to bring the facilities into a "Like-New" condition. However, the City may decide to invest a larger sum in order to expand the service life of the facilities. Therefore, we have included the second alternative. The second alternative is a combination of new facilities and existing facilities. It would provide new construction of the biological systems (the package plants)and the filtration systems. Disinfection and reclaimed water systems would be re-used. The third alternative would incorporate advanced levels of treatment into the system. It includes nutrient removal into the process. The City may be eligible for funding from either the SJRWMD or City of Winter Springs—Master Wastewater Plan Page No. 1-9 FDEP for nutrient removal within the watershed basin. If the City would receive significant funding, this alternative may be an acceptable alternative to the City. RECOMMENDEDTABLE 1-1 • AND 177PRELIMINARY OPINION OF PROBABLE CONSTRUCTION COST481Alternativgm Project Estimated Cost of East and West WRF — $30,135,186 2.0 MGD Each to match existing Reconstruction of East and West WRF — $34,627,980 2.0 MGD Each FETP— Contact Stabilization Alternative - Advanced Treatment— Nutrient Removal Option New construction of East and West WRF — 1.5 MGD Each Facility - FETP—Advanced $51,947,540 Wastewater Treatment—Total 3.0 MGD City Wide SBR Option City of Winter Springs—Master Wastewater Plan Page No. 1-10 The City has the projects described in Table 1-2, FY 2018/2019 Budgeted Capital Improvements Wastewater Systems, scheduled for construction within the 2018/2019 Budget. IMPROVEMENTSTABLE 1-2 FY 2018/2019 BUDGETED CAPITAL EstimatedWASTEWATER SYSTEMS 117 Ak Proposed Projec Valuej Electrical Panels; LS 2E, 4E, 4W and 10W $106,000 Permanent emergency by-pass pumps; LS 3E, $320,000 14E, 22E, and 4W (Also See Table 8-2) LS 7W replacement $450,000 LS 10W relocate check valves $38,000 Control upgrades West WRF $300,000 Sewer pipe re-lining $250,000 The City has established a goal of upgrading all lift stations with the capability of either back-up power or back-up pumping systems during emergencies.This project will be implemented over the next ten (10) years. Table 1-3, Back-up Pump Installations, Capital Improvements, Five (5) Year Plan, shows the twenty lift stations programmed for the installation of back-up pump systems for use during emergency operations. The City currently has 27 lift stations in the East system and 23 lift stations in the West system for a total of 50 lift stations. Nine (9) lift stations are provided with generator emergency power. The total project involves the remaining 41 lift stations and the preliminary opinion of probable construction cost is estimated at $3,280,000. Four (4) lift stations are scheduled for emergency back-up pumping systems in the FY 2018/2019 budget. City of Winter Springs—Master Wastewater Plan Page No. 1-11 TABLE IMPROVEMENTSBACK-UP PUMP INSTALLATIONS CAPITAL roposed Project FY Estimated Value LS 2W—619 David Street at Frank Street 2018/2019 $80,000 LS 4W— 870 Sheoah Circle 2018/2019 $80,000 LS 14E — 160 Nandina Terrace 2018/2019 $80,000 LS 22E — Fanning Drive —Winter Springs Village 2018/2019 $80,000 LS 14W— 130A Tuskawilla Road 2019/2020 $80,000 LS 16W— 222 Torcaso Court 2019/2020 $80,000 LS 3E — 728 Sybillwood Circle 2019/2020 $80,000 LS 20E — 361 Pawnee Trail 2019/2020 $80,000 LS 5W— 51 East LaVista Drive 2020/2021 $80,000 LS 6W—710 Tanglewood Road 2020/2021 $80,000 LS 4E — 611 Tuscany Place 2020/2021 $80,000 LS 11 E- 1839-B Seneca Boulevard 2020/2021 $80,000 LS 15W— 137-B Seville Chase Circle 2021/2022 $80,000 LS 20W— 398 Harbor Winds Court 2021/2022 $80,000 LS 13E — 590 Vistawilla Drive 2021/2022 $80,000 LS 19E — 1599 Wrentham Court 2021/2022 $80,000 LS 13W— 2501 Shepard Road 2022/2023 $80,000 LS 19W—4201 SR 419 2022/2023 $80,000 LS 10E — 1163 Trotwood Boulevard 2022/2023 $80,000 LS 18E — 310 Tuskawilla Road 2022/2023 $80,000 City of Winter Springs—Master Wastewater Plan Page No. 2-1 CHAPTER 2 INTRODUCTION 2.1 Purpose of this Plan The purpose of this Master Wastewater Plan is to analyze the current and future needs of the City's wastewater treatment systems and to project a minimum 20-year program for further development. The wastewater treatment infrastructure, specifically the East and West Water Reclamation Facilities, are aging and a plan is required to extend operation of the utility system into the next decades. The existing wastewater treatment systems are reaching the end of the useful life for the existing equipment. The analysis includes several options which are discussed in Chapter 6, Evaluation of Wastewater System Alternatives.Three of the alternatives include combining the East and West sewerage treatment systems into one facility. This combination has the potential to reduce operational and logistical staff and would centralize the sewerage system operations. However, consolidation of the wastewater treatment plants is not necessary to reduce staff and operations.With the improved instrumentation and controls(SCADA)that are available,operational and logistical staff can be placed at one location while monitoring the other location. Periodic visits will be required to the monitored location. Both facilities would be linked to the system wide SCADA within one operations center. The Plan includes evaluations of the capacities, preliminary locations of additional needed facilities, and a description of techniques which may be appropriate for implementation of the system described by the Plan. 2.2 Geographic Location The City of Winter Springs is centrally located in Seminole County; it borders the south end of Lake Jesup; it is north of the City of Casselberry and portions of unincorporated Seminole County; it is east of U.S. 17-92 and mostly west of S.R. 417 (the Greenway); it abuts the City of Oviedo on the east side by S.R. 417; and abuts the City of Longwood on the west side by U.S. 17-92. The City of Winter Springs stretches north and south along the S.R. 434 corridor from US 17-92 to the Greenway. The City is served by a number of arterial highways including U.S. 17-92; State Roads 417,419 and 434; and,Tuscawilla Road. Figure 2-1 shows the location of Winter Springs within the county and state. O � N Z N a t 1 -•D J z .•i v .. r Sfy�.• IL w z wLLI� }LLI I; _ o p - W Oa IIIH NS lz� o-0 ^ y s _ =am o_dJ_ 0 9•. 'd, 6 400 a V rc J w !0 l m Q c p O Q W w ._U'� `K o 0 o A w O:• S41 a� 9 w NS�a a 1010 • `o .L � O N aOJ S � � V lIM AMH n 3 I'•t'P+T® amp o- J� �4 mist[ d18. a3Nf Q o a y d�e¢ b.- °' a a• ¢ kJ a3 ISA N CW laVH3NI a ` �. U t` ole �J {�o o n as VNVI 4 N o n s • U � � r � J z a ¢ z � V f� T as s(7ooM AvH)INb, 3 Jj` Y G 4 a 3 baSg E a N Z 6 O ui Z U v 3AV �Nd 43 m Q 83 IIJ 0 o LL a a N N N W ~ ~ ~ z L fl- m � � n D 0 U ¢ O � M Z N ii �MHoO d % U O o a w Q a o' �Q 3 0 Q Z a U-0 w p < >- U ZE x U p W �F W 0� Cl) LLI 3 laa1N33N 3Aa laalN3aS lal aAa ° F W 3 Z 3Atl df1SS3f 3Nal S U) z Q °¢ a W w ® C O W z �U) �a z w W Ny 91? SSM ° 4 f o �M w LL LL M 0 h Y Fr- �CN^aZ Za . J O �QOOZZ u0� 3naaaodNass I• f Z �aa�uJ- ��'�� G w o 0 C z aaalli sru Ir U U ri a a 0(30(3LLIv 0� f mv° ca O W M 0 . °oAw Z LL z o r - Or O F U w u v U J. U W �awno o J J 2 Z z F LQ � N� � Q Z w v�E¢ m r U) S1a lilbd y k7 $J� m W W 5 LU W 6 J (nom a` > u z co LL 0 O y = U Cf >- Q_ F a ° E O F 0 W 0 O o m p 0 0 Z 0 W o Z ZB-- O U �y`O U oz_ o ° v, "Sns t 5� a LLas aao� o LL w 2: LUJ O J �o O om 3 as aoN _ F FLLIIr _ 3 J (7 a U U O Q Z a as awwa 3Nal _ LL F o o f J t "� m o m N N N (n ~ ~ ~ z t o m L fl- m l Dl n D U Q (n City of Winter Springs—Master Wastewater Plan Page No. 2-4 2.2.1 Wastewater Service Area The projected future wastewater service area, the planning area and the City limits (one in the same)is shown in Figure 1-1. The wastewater service area was established in cooperation with the City staff. Figure 2-2 shows the relationship of the Winter Springs Service Area with the surrounding communities. 2.2.2 Self Disposal Areas The City has several areas within the City limits that are developed, but are on septic systems for their wastewater disposal source. The East Wastewater Service Area subdivisions are known as: 1) Winter Springs Unit 2 (66 lots) 2) Winter Springs Unit 3 (130 lots) 3) Dunmar Estates (31 lots) 4) Tuscawilla Unit 5 (7 lots) 5) Tuscawilla Trail Subdivision (3 lots) 6) New Covenant Church (1 lot) 7) Tali's Crossing (4 lots). Areas 3 through 7 above are directly adjacent to the East Wastewater Service Area facilities and are included in the East for that reason. There are approximately 242 single family lots on septic wastewater self-disposal in the East Wastewater Service Area. The West Wastewater Service Area subdivisions are known as: 1) North Orlando Ranches (NOR) Section 1 (56 lots remaining, 3 lots served), AND the subdivided lots of: a) Moss Road Ranches (3 lots remaining, 1 lot served) b) Bahama Ranches (3 lots) C) Siebert Ranches (1 lot) d) Vandergraaf Estates (3 lots) e) Morie Subdivision (3 lots) f) Oak Hill Estates (4 lots) g) Susan Woods (3 lots) h) Total NOR Section 1 — 76 lots remaining, 4 lots served 2) North Orlando Ranches Section 1 A (39 total lots) 3) North Orlando Ranches Section 1 B (26 total lots) City of Winter Springs—Master Wastewater Plan Page No. 2-5 4) North Orlando Ranches Section 2 (28 lots remaining—26 lots are connected to the sewer line on Alton and Shore Road and 8—inch sewer stub-outs exist at Coral Way—each end), AND the subdividision of: a) Alton Creek (2 lots remaining — 1 connected); b) Total NOR Section 2 — 30 lots remaining, 27 lots served 5) North Orlando Ranches Section 2A (198 lots) 6) North Orlando Ranches Section 3 (32 lots) 7) North Orlando Ranches Section 4 (12 lots) 8) North Orlando Ranches Section 5 (27 lots) 9) North Orlando Ranches Section 6 (40 lots) 10) North Orlando Ranches Section 7 (44 total lots). There are approximately 524 single family lots on septic wastewater self-disposal in the West Wastewater Service Area. There are approximately 766 single family lots on septic wastewater self-disposal in the City of Winter Springs. There are multiple points of connection for the above areas. Preliminary engineering analysis and final design would be required to connect these areas to the existing wastewater systems. The Georgetown clubhouse at 1407 Whitehall Boulevard is on a septic wastewater self-disposal system. The flow from this facility is a small average annual daily flow. Estimated flow is approximately 1000 gpd AADF. There are two industrial areas that are currently served by septic wastewater self-disposal.The first area, Entziminger Farms Addition No. 2, is along Old Sanford-Oviedo Road/Wade Road (19 lots remaining—the two City-owned lots, the Public Works Complex, are served by LS 22W;the School, Layer Elementary, is served by LS 19W; and, the Seminole County Bus Barn area is served by LS PC and LS PD).The second area,Winter Springs Industrial Park, is along the North side of SR 419 between Edgemon Avenue and Moss Road (11 lots).All of these lots can be connected to the West WRF via the 4-inch and 6-inch forcemains that run (from LS 19W and LS 22W to the West WRF) down Old Sanford-Oviedo Road and then south along Moss Road to SR 434 and on to the West WRF. Estimated flow is approximately 50, 000 gpd AADF, based on approximately 50 Acres and 1000 gpd per Acre.The estimated flow from all septic systems is approximately 177,918 gpd AADF City of Winter Springs—Master Wastewater Plan Page No. 2-6 (41,097 gpd AADF East and 136,821 gpd AADF West). 2.2.3 Wastewater Areas Served by other Utilities City of Casselberry The City of Casselberry serves approximately seven (7)commercial/warehouse customers on Belle Avenue.These customers are in the City limits of Winter Springs.These are direct customers of the City of Casselberry and are not part of a wholesale or interlocal agreement. These are very small users and should be adequately served by Casselberry since they are a small fraction of their service capability. City of Longwood The City of Longwood serves some of the area along US 17-92 north of SR 434.These customers are within the City limits of Winter Springs.These are direct customers of the City of Longwood and are part of an interlocal agreement.These are very small users and should be adequately served by Longwood since they are a small fraction of their service capability. 2.3 Climate Central Florida is generally humid and warm with long summers and mild winters. Rainfall is generally greatest in July and August with annual rainfall between 45 and 50 inches. April and May are generally dry months with a high irrigation demand. Irrigation demand is also high during the summer due to high evapotranspiration. 2.4 Topography and Drainage The Winter Springs area is relatively flat with numerous streams such as: Gee Creek, which flows through the center of the City; Howell Creek, which flows through the southern and eastern ends of the City; and Soldiers Creek, which flows through the northern and western end of the City. All streams flow to Lake Jesup. Elevations range from 10 to 50 feet NGVD. The planning area is predominantly developed with only minor infill areas remaining. Redevelopment is occurring along U.S. 17-92, S.R. 434, SR 419 and Tuscawilla Road. 2.5 Surface Water There are no Outstanding Florida Waters in the planning area. All surface waters are designated City of Winter Springs—Master Wastewater Plan Page No. 2-7 Class III waters, suitable for recreation and for propagation of fish and wildlife. 2.6 Soils Soils have been mapped by the Natural Resources Conservation Service of the U.S. Department of Agriculture. This information is shown in Figure 2-3, "General Soil Characteristics". Sand, sandy clay, muck and "made land" make up most of the soils in the area. The muck is concentrated along the streams and lakes. Made land consists of a variety of "fill" soils that are not native to the localized area. These soils represent the surface soils of about 20 feet deep with the Hawthorne formation to 100-foot depth over the Floridan Aquifer. 2.7 Ecology Wetlands border the surface water bodies that drain the City. No encroachment on existing wetlands is proposed or anticipated for the City's Wastewater Facilities. The area is predominantly developed and there are no known prime or unique farmlands or plant and animal communities. 2.8 Air Quality Air quality within the planning area is considered to be in attainment of the State and Federal Ambient Air Quality Standards. 2.9 Archeological and Historical Sites There are no known significant archaeological and historical sites in the planning area. 2.10 Flood Plain Flood plains are generally confined to the areas immediately adjacent to the streams of Gee Creek, Soldiers Creek, Howell Creek and Lake Jesup. The latest report is Flood Insurance Study, Seminole County, Florida and Incorporated Areas, dated September 28, 2007. 2.11 Socio-Economic Conditions 2.11.1 Population The current population for 2018 is approximately 37,000 people. More detailed population and wastewater flow data is contained in Chapter 5. This includes all people within the City limits, not just those served by the wastewater collection systems. City of Winter Springs—Master Wastewater Plan Page No. 2-8 2.11.2 Land Use and Development The planning area is primarily residential with limited commercial and light industrial uses. Land use is established in the City of Winter Springs Comprehensive Plan. Figures showing Land Use are contained in Appendix C. U. S. DEPARTMENT OF AGRICULTURE SOIL CONSERVATION SERVICE UNIVERSITY OF FLORIDA FLORIDA ±AGRICULLTURAL EXPERIMENT STATIONS GENEIUL SOIL M" SEMINOLE COUNTY, F WRMA SOIL ASSOCATIONS M2 BLANTON-LAKELAND ASSOCIATION: UNDULATING,MODERATELY WELL DRAINED TO SOMEWHAT EXCESSIVELY DRAINED, SANDY SOILS INTERSPERSED WITH LAKES, PONDS AND WET, DEPRESSIONS. M3 BLANTON-LEON-PLUMMER ASSOCIATION: NEARLY LEVEL MODERATELY WELL DRAINED, SANDY SOILS INTERSPERSED WITH AREAS OF SLIGHTLY WET AND WET SOILS, AND DOTTED WITH LAKES AND PONDS. ® LEON-IMMOKALEE-PLUMMER ASSOCIATION: NEARLY LEVEL, SOMEWHAT POORLY DRAINED, SANDY SOILS UNDERLAIN BY A BROWN, STAINED PAN,AND VERY POORLY DRAINED SOILS IN SLOUGHS, SWAMPS,AND PONDS. E5 LEON-DELRAY-ST.JOHNS ASSOCIATION: NEARLY LEVEL, SOMEWHAT POORLY DRAINED TO VERY POORLY DRAINED SOILS THAT ARE SANDY TO A DEPTH OF MORE THAN 30 INCHES. © POMPANO-DELRAY ASSOCIATION: NEARLY LEVEL, POORLY DRAINED AND VERY POORLY DRAINED SOILS THAT ARE SANDY TO A DEPTH OF MORE THAN 30 INCHES. 10 ISTOKPOGA ASSOCIATION: NEARLY LEVEL,VERY POORLY DRAINED WOODY PEAT SOILS. 11 SWAMP ASSOCIATION: NEARLY LEVEL AREAS OF FRESH WATER SWAMP COVERED BY WATER MOST OF THE TIME. �` I ofI / ] 4 g7 x. Jr NcirLb Tyr � -ii t:IL% � 4 m#�, Sprmg Pian Prepared By: Date: 6/13/19 C CPH, Inc. GENERAL SOIL CHARACTERISTICS Licenses Job No. W04175 FIGURE Eng.C.O.A.No.3215 Survey L.B.No.7143 Scale: NONE CITY OF WINTER SPRINGS 2-3 Arch.Lic.No.AA2600926 www.cphcorp.com Lndscp.Lic.No.LC0000298 File: FIG. 2-3 MASTER WASTEWATER PLAN 1117 E.Robinson St.-Orlando,FI.32801 -Ph:407.425.0452 02019 SEMI NOLE/FLORIDA Page 2-9 City of Winter Springs—Master Wastewater Plan Page No. 2-10 2.12 Managerial Capacity The City of Winter Springs has the sole responsibility and authority to build, operate and maintain the wastewater system. The operations of the facilities are provided by City employees. 2.13 Scope of the Study and Limitations This study generally presents a long-range plan to meet the expected demands on the wastewater collection, transmission, treatment and disposal system. It includes discussion on phasing, financing, and flexibility that will provide general information and guidance to the City as the systems are developed. The opinions of probable cost presented in this report are only to planning level accuracy. Costs of all future facilities are projected at an average unit cost (for given sizes) without regard to specific details such as differing site conditions, soils, necessary valves, hydrants and appurtenances, etc. The estimated project costs for items such as surveying, soils testing, engineering, legal, and administrative, are included in the cost figures. The phasing in this plan provides a starting point and provides a general concept of the way in which the physical system may develop and improve over the years. Improvement timing will depend on the actual needs at various times in the future, and the financing techniques available at those times. Timing of the improvements in the undeveloped areas is dependent upon the actual construction implementation schedules of the developers. Therefore, the City has only limited control over the timing of line improvements in these areas. However, the City will need to provide treatment capacity for the areas. The timing and density of the projected development presents the most unpredictable limitation on the study. The nature of projected development can have a significant impact on the amount of wastewater demand. If land use density(of the geographical areas)changes,then the wastewater demand will also change. When that occurs,the Master Wastewater Plan should be reviewed and modified. 2.14 Reuse Program The St. Johns River Water Management District has implemented a program encouraging the reuse of wastewater effluents to decrease the amount of withdrawal from the Floridan Aquifer for nonpotable uses such as irrigation. The City currently provides effluent to the Tuscawilla Golf Course, and residential areas. The effluent is treated to an unrestricted public access standard, City of Winter Springs—Master Wastewater Plan Page No. 2-11 meaning it has been filtered and disinfected to high-level disinfection standards. The expansion of the irrigation program into residential areas has and will continue to reduce the demand for water from the potable system. The benefits of the reuse program are significant for several reasons including: reducing the withdrawals from the Floridan Aquifer,decreasing surface water discharges, providing a cost effective effluent disposal method and increasing groundwater recharge. 2.15 Operations Permit for the Winter Springs East Water Reclamation Facility Florida Department of Environmental Protection (FDEP) Permit Number FLA011068 was issued March 14, 2017 with an expiration date of March 13, 2022 for the Winter Springs East WRF. A description of the permitted facilities is provided below and is an excerpt from the preamble of the permit: "This permit is issued under the provisions of Chapter 403, Florida Statues (F.S.), and applicable rules of the Florida Administrative Code(F.A.C.). This permit does not constitute authorization to discharge wastewater other than as expressly stated in this permit. The above named permittee is hereby authorized to operate the facilities in accordance with the documents attached hereto and specifically described as follows: WASTEWATER TREATMENT. An existing 2.012 MGD annual average daily flow (AADF) permitted capacity contact stabilization domestic wastewater treatment plant consisting of flow equalization, influent screening, contact and re-aeration, secondary clarification, filtration, chlorination, aerobic digestion and dewatering of residuals (vacuum assisted sand drying beds). REUSE OR DISPOSAL: Land Application R-001: An existing 2.012 MGD AADF permitted capacity slow-rate public access system. R-001 is a reuse system which consists of a 3.0 MG reclaimed water storage tank, a 5.61MG lined reject/wet weather storage pond, a 40 acre restricted access sprayfield(the Oak Forest Spray Field) having a capacity of 0.201 MGD AADF, a 6.8 acre restricted access rapid infiltration basins (RIB) having capacity of 0.610 MGD AADF, and public access irrigation within the permitted reuse service area, to the major users identified in Condition IV of this permit, with a permitted capacity of 1.720 MGD. Because a common transmission main is used for the reuse sites, the public access effluent limitations apply to all of the land application sites. The existing supplemental supply well at the golf course, which discharges into the existing reclaimed water storage tank, may be used to augment the supply of reclaimed water." Condition IV of the operations permit is "IV. ADDITIONAL REUSE AND LAND APPLICATION REQUIREMENTS' on page 17 of the permit. We have not listed the conditions here. Major users listed therein are the Tuscawilla Golf Course(1.083 MGD —155 acres)and the Trotwood Park and Roadway Median (0.118 MGD — 9 acres). City of Winter Springs—Master Wastewater Plan Page No. 2-12 A full copy of the operations permit is contained as Appendix A: Winter Springs East Operations Permit. 2.16 Operations Permit for the Winter Springs West Water Reclamation Facility Florida Department of Environmental Protection (FDEP) Permit Number FLA011067 was issued January 21, 2014 with an expiration date of January 15, 2024 for the Winter Springs West WRF.A description of the permitted facilities is provided below and is an excerpt from the preamble of the permit: "This permit is issued under the provisions of Chapter 403, Florida Statues (F.S.), and applicable rules of the Florida Administrative Code(F.A.C.). This permit does not constitute authorization to discharge wastewater other than as expressly stated in this permit. The above named permittee is hereby authorized to operate the facilities in accordance with the documents attached hereto and specifically described as follows: WASTEWATER TREATMENT. An existing 2.07 MGD annual average daily flow (AADF) permitted capacity dual-train contact stabilization domestic wastewater treatment plant(2.5 MGD design capacity for all units except the filters) consisting of influent screening, aeration, secondary clarification, filtration, chlorination, and aerobic digestion and dewatering of biosolids. REUSE OR DISPOSAL: Land Application R-001: An existing 2.07 MGD annual average daily flow permitted capacity slow-rate public access system. R-001 is a reuse system which consists of a 3.0 MG reuse storage tank and pump station shared with Winter Springs East, a 2.2 MG on site storage pond, a 2.0 MG reclaimed water tank, and two ponds at the golf course that hold a total of 1.4 MG. Reclaimed water that does not meet public access is either sent to the 1.3 MG reject pond for additional treatment or it may be diverted to the other reuse systems, R002 or R003. Land Application R-002: An existing 0.200 MGD annual average daily flow permitted capacity slow-rate restricted public access reuse system. R-002 is a reuse system which consists of spray field having a capacity of 0.2 MGD located approximately at latitude 28°18'17"N, longitude 81°16'13"W. Wet-weather storage is also provided at the treatment plant, as noted above. Land Application R-003: An existing 0.740 MGD annual average daily flow permitted capacity rapid infiltration basin (RIB)system. R-003 is a reuse system which consists of the Dayron RIBs having a capacity of 0.530 MGD located approximately at latitude 28°42'41"N, longitude 8101846"W, the Mt. Greenwood RIBs having a capacity of 0.110 MGD located approximately at 28041'28"N, longitude 81017'3"W, and Site 17 RIBs having a capacity of 0.100 MGD located approximately at latitude 28041'27"N, longitude 8101721"W." A full copy of the operations permit is contained as Appendix A: Winter Springs West Operations Permit. City of Winter Springs—Master Wastewater Plan Page No. 3-1 CHAPTER 3 EXISTING FACILITIES 3.1 General The City of Winter Springs wastewater system consists of: sewer laterals;sewage collection mains; lift stations; forcemains; wastewater treatment works and disposal systems. The wastewater treatment works consist of two (2) water reclamation facilities (WRF). The East WRF currently serves approximately 17,342 people and the West WRF currently serves approximately 17,448 people. Based on U.S. Census Bureau population data, each household consists of an average of 2.63 persons. This factor (persons per connection) has remained relatively unchanged since the first Master Wastewater Plan for the City of Winter Springs in the early 1990's. This yields approximately 6,598 connections on the East system and 6,634 connections on the West system. The City owns, operates and maintains the wastewater treatment facilities within its corporate limits. Many components of the City of Winter Springs wastewater treatment facilities have reached their useful service life. The basic treatment system components are listed in Sections 2.15 and 2.16. The wastewater treatment facilities are classified as conventional treatment units and consist of ring steel plants with aeration and clarification. It is the intention of this report to evaluate whether these treatment systems will be repaired, re-modeled or replaced.We have described them in this chapter in an effort to analyze the capacity and condition of each treatment component involved in the existing treatment plant; e.g. aeration, clarification, sludge processing, digestion, filtration and chlorine contact. In Chapter 7, Evaluation of Wastewater System Alternatives, we describe the facilities that will be utilized with the new treatment facilities, such as the existing collection and transmission systems and the reclaimed storage, pumping, distribution and disposal systems. We also describe the proposed wastewater treatment systems for each alternative. The existing East WRF is shown in Figure 3-1, "East Water Reclamation Facility".The existing West WRF is shown in Figure 3-2, "West Water Reclamation Facility". >, At LL LU ' f ~ CO a F- W Q Cf g Y o cc W bM pw F- LLI < C, U Q - U' .4• Q 0 b1, +N o• �L ? F f rfw wa(7 a0 v o omzz a`a i U0 Z55 0 it a w U V w o O A `.:; -`• ! z ems"';, - J � � .' - >• w = a w`s o Ns 3 LU 4r4 o m N 3 p )f o O XON' � •,.�' '�� � a � � 777 a� � l• m m n m t1 LL 41f4' tzJ f Q Z (n Q $t LL a- 0- x.• A o 0-w � a ' r • + Of OfLLI LU LU w O -_ -- W Q CO CO �b.8ael3SSV0 W 4 r LU a � id U J w •y� a6 zo d z. DW j d 6 JU te. C7 Q Y „L ry + �•i 5 V a Q w Q oNWOF co - f Zi" ym wa"c w0 O u 5 V kh N a u � R J f • C _ ,.rrL1S dIlllHd � r : iti Q• -4-r dfi, � ; Ste. H' _ Q• Y Q Q r +� City of Winter Springs—Master Wastewater Plan Page No. 3-4 3.2 Sewer Collection and Transmission System Figure 3-3, "Sewerage System Map" shows the existing lift stations and the transmission system (force mains) along with the "color coded" sizes of the forcemains. ■1 1M ::rrrr. :■ . , � �,;;;,, �■ =1111�111■II!r_�1�,,�;l���lll L =�-=L�1 yn' -■ �■ •I � /'��, l'1-� ���i-�.rn�.rj1�� ���11,-1=Y 1 ► ■aL��a III�i „� _ r.� -�:::::::..,1 •n• � - _==_r 1 ■■11.x.....:::::::: NEE �1�� \1111••• .. • • •O■�.■'111■_♦ �„ FORM lie =11 - �� �_- €: '_11 _ani g /, . - :Jleiiiiniiiiio■ �Ga�nnnni c� nlm..• mal��;�; a i� ►��1� �,'� ®1!lllllii I 1 �� ■1:•'�:C. n.� _117 kh '� • �= I,.,�: ��i♦.:�� - :111 mm�u... �J == -'•�::,:.:. � ::ice 1 -.`.::: � —_�holll�llllllll��� %%l�`°•�::::::,:-.c: Q J / • • � '� � � //I�,_.....' • •i��'\\1111 i ' ` .`��� �-�� lin►, �. :���_� �/,,_ If � �_ (,� E:..��T•I:�_.C� SII "..�� ,� 11111.:.11„ _�■��_.:\il �• � �//ii%_' City of Winter Springs—Master Wastewater Plan Page No. 3-6 3.3 Storage Requirements for Meeting Public Access Criteria "Refect water" is treated effluent from the City of Winter Springs East and West Water Reclamation Facilities that does not meet Public Access treatment levels of FDEP Chapter 62-610. If the effluent has not met high level disinfection criteria, or if the total suspended solids (TSS) concentration exceeds 5 mg/I, then the effluent is considered "reject water' and it needs to be "rejected" by storing in a separate tank or pond and then returning the water for further treatment later to the treatment facility.As an alternative, it can be disposed in a percolation pond and/or Non- public access disposal area if a dedicated pipeline exists between the wastewater treatment facility and the percolation pond disposal area. Reject water is not a routine occurrence and FDEP Chapter 62-610 requires a storage capacity equivalent to one day of the permitted treatment capacity of the WRF. "Wet weather storage" is effluent storage needed when the public does not use the reclaimed water for irrigation purposes during extended wet weather events. "Diurnal Storage" is the effluent storage needed during the day to balance between the production of the effluent and the usage of the effluent for reclaimed irrigation. Diurnal storage is generally provided in a covered ground storage tank to maintain the "freshness" and "cleanliness" of the effluent prior to distribution to public access irrigation. Diurnal storage is included as a part of the wet weather storage system. "Public Access quality" is WRF effluent that has been properly disinfected and filtered.The TSS concentration in the WRF effluent is less than 5 mg/I. "Non-public access quality" is WRF effluent that has been properly disinfected and where the TSS concentration can be greater than 5 mg/I, but less than 25 mg/I. Non-public access quality can be disposed on a controlled/limited access disposal site or area as long as there is a dedicated pipeline for such use between the WRF and the disposal site. 3.3.1 Reject Water Storage The City has two reject water storage ponds. The East WRF reject pond is an off-line pond and serves as a combined wet weather and reject pond of 5.61 million gallons. Any effluent placed in this pond is City of Winter Springs—Master Wastewater Plan Page No. 3-7 considered as reject and requires the re-filtering and disinfection processes prior to use as reclaimed irrigation water or other means of disposal. Facilities are in place for this action.The pond is lined with a synthetic liner and includes a clay soil bottom to hold the liner in place. The West WRF reject pond has a capacity of 1.3 million gallons. The West pond is an off-line pond. It was designed to serve only as a reject pond. Water from this pond requires the re-filtering and disinfection processes prior to use as reclaimed irrigation water or other means of disposal. Facilities are in place for this action. 3.3.2 Wet Weather Storage The requirements for public access criteria wet weather storage is covered in FAC Chapter 62-610.464 with reference to 62-610.414. The percolation ponds can be used as a deduction against the wet weather storage requirements. FAC 62-610.464(2)(a) states; "At a minimum, system storage shall be the volume equal to three times that portion of the average daily flow of the reuse capacity for which no alternate reuse or disposal system is permitted.". The percolation ponds and dedicated spray sites within the Winter Springs system provide an alternate means of disposal under FAC 62-610.464(2)(a). Since the reclaimed water distribution system is interconnected,we will look at the wet weather storage as one system. The Winter Springs alternate disposal system has a total capacity of 1.75 MGD. See Table 3-1, "Inventory of Existing Disposal Sites". If the new treatment facilities are designed for a permitted capacity of 3.0 MGD,then storage would be calculated on the basis of 3.0 MGD minus 1.75 MGD of available alternative disposal (percolation ponds and dedicated spray sites), or approximately 1.25 MGD times the number of days required by calculation (minimum of 3 days). The current covered storage is equivalent to 8.25 MG, See Table 3-2, "Inventory of Existing Reclaimed Water Storage Facilities (All Covered Ground Storage)".This is equivalent to 6.6 days at the 1.25 MGD rate.This exceeds the minimum FDEP requirements. In the anticipation of a tropical storm, it is advisable to draw the volume down to the lowest level in the storage tanks to allow for the storage that may be needed during the storm event. An alternative to this approach is to temporarily increase the flow to the percolation ponds and utilize some of the depth of the ponds for storage. Percolation ponds are rated on an annual average basis and can be loaded at higher daily loading rates and still not exceed the annual average. The current "Pond" (not covered) wet weather storage is equivalent to 5.81 MG. See Table 3-3, "Inventory of Existing Reclaimed Water Storage Ponds". This is based on a 3.61 MG at the East WRF City of Winter Springs—Master Wastewater Plan Page No. 3-8 (5.61 MG from the combined pond minus 2.0 MG for Reject storage) and a 2.2 MG pond at the West WRF at the northern end of the site (the triangle shaped pond). The 1.4 MG ponds on the Winter Springs Golf Club(described in the FDEP Operations Permit for the West WRF)are no longer used by the City of Winter Springs even though they are available for use through the "Air Rights Easement Agreement" over the golf course. The current combined wet weather storage is equivalent to 14.06 MG. This includes the available covered tank storage and the pond storage at the East and West Systems (reject storage has been deducted from the East pond combined capacity). The combined wet weather storage capacity provides a total of 4.69 days of equivalent storage based on a permitted capacity of 3.0 MGD; not including alternative disposal sites. The combined wet weather storage capacity provides a total of 11.25 days of equivalent storage based on a permitted capacity of 1.25 MGD (3.0 MGD permitted capacity minus 1.75 MGD for the alternate disposal sites)when the alternate disposal sites are included in the calculations. See also Section 3.5.3 for information on LandAp2010 for wet weather storage calculation. TABLE 3-1 INVENTORY OF EXISTING DISPOSAL SITES (DEDICATED SITES) Location Annual Average Capacity K7 (gallons per day) Greenwood of I East Perc Ponds TABLE 3-2 INVENTORY OF EXISTING RECLAIMED WATER STORAGE FACILTIES (ALL COVERED GROUND STORAGE) Location Capacity (gal) . off I •. - off I • of City of Winter Springs—Master Wastewater Plan Page No. 3-10 TABLE NVENTORY OF • 'APONDS Location Capacity • East WRF Combined Pond 5,610,000 (total) Reject 2,000,000 (reserved) Wet Weather 3,610,000 West WRF 1,300,000 Reject West WRF 2,200,000 Wet Weather Total 9,110,000 Reject 3,300,000 Wet Weather 5,810,000 3.3.3 FDEP LandAp2010 "LandAp2010: A Spreadsheet Tool for Evaluating Slow-Rate Land Application Systems in Florida"is an acceptable water balance program for evaluating the number of days required for wet weather storage(see FAC 62-610.414(2)(d)above). LandAp2010 has limitations.They are: 1) LandAp2010 does not account for variations in reclaimed water demand of public access systems. 2) LandAp2010 does not determine the storage required for reliable irrigation supply during dry periods 3) LandAp2010 does not determine the storage required for reject water 4) LandAp2010 does not account for within-month variability of rainfall 5) Surface runoff in LandAp2010 is assumed to be a constant fraction of monthly rainfall We assumed that all effluent disposal is by residential irrigation for the entire 3.0 MGD permitted capacity. We estimated that approximately 6,400 reclaimed customers were needed for a flow City of Winter Springs—Master Wastewater Plan Page No. 3-11 rate of 3.0 MGD. These customers represent approximately 1050 Acres of land at 1/3 Acre lots and 50% impervious area. The Tuscawilla golf course covers approximately 150 Acres of irrigable area.This results in 1200 irrigable acres for the input value into LandAP2010.All other parameters are in accordance with the LandAp2010 user manual. The results of our analysis are shown in this "picture shot" of the LandAp2010 program spreadsheet. The results indicate that the"three-day minimum storage"is required in accordance with FAC 62-610.464(2)(a). For a 3 MGD AADF flow rate (not including alternate disposal sites), the system needs a wet weather storage capacity of 9.0 million gallons. By utilizing the FDEP criteria, that includes the alternate disposal sites mentioned in Section 3.5.2, we need a wet weather storage capacity of 3.75 million gallons. The Winter Springs storage systems exceed the minimum wet weather storage requirements calculated using LandAp2010. � Lj - 2 LU .-4 .--I IJ [E W.1 L} � C 000 SJJ O I=3 47 z l'l l•7 CT bd C r.] � C � .� T El SV � � a� ,d q� .d � J r^ � � � W q7J• � LE h r Nrr•I '� r-� I � N r r r I E. I _ Ay _ Z! do m � � � � •� of aavCf `o yt v v ; ra.6 rr rr m C c City of Winter Springs—Master Wastewater Plan Page No. 3-13 3.3.4 Daily Reclaimed Storage Alternatives — Diurnal Storage It is important to have adequate diurnal storage during peak demand periods, i.e. the dry months of April, May and June. Because incoming wastewater flow does not match the reclaimed water demand flow, this is quite a challenge. Please note that diurnal storage is part of wet weather storage capability. However, the converse is not true. Adding additional wet weather storage in ponds will not provide the City with additional diurnal capability.The two items are closely related but not totally connected. Diurnal storage needs to be accessible near the treatment facilities or have separate pumping capabilities to feed reclaimed water into the reclaimed distribution system. In Winter Springs, the covered storage facilities (8.25 MG) all have distribution system pumps and can be used at peak demand times to supply reclaimed water to the customers. We recommend at least two-day diurnal covered storage equivalent to the permitted treatment capacity for meeting the diurnal demands (not including the available alternate disposal sites). If we assume that all effluent is disposed via residential irrigation and that the future flow is 3.0 MGD, then the conservative value for diurnal storage needed is equivalent to 6.0 MG. The existing covered storage of 8.25 MG exceeds this value. 3.3.5 Reclaimed/Surface Water— Supplemental Water Supply Surface water supplemental supply is covered by Condition 19 of the Winter Springs Consumptive Use Permit Number 8238. The West and the East WRF systems have the option of the Lake Jesup Augmentation Water Facility to supplement the reclaimed water source. The capacity increases each year and ranges from 1.22 MGD AADF in 2009 to 2.73 MGD AADF in 2029. See also Section 3.6, Reclaim Water System below. 3.4 Reclaimed Water Distribution System The reclaimed water service area of the City of Winter Springs is shown in Figure 3-4, "Reuse Service Area". Figure 3-4 also shows the location of the reclaimed water sources and storage sites. City of Winter Springs—Master Wastewater Plan Page No. 3-14 There are four (4) facilities that can supply reclaimed water and/or augmentation water into the reclaimed water distribution system. They are: 3.4.1 East WRF Reclaimed Water The East WRF Reclaimed Water supply is located at the East Water Reclamation Facility south of Winter Springs Boulevard and west of Sam Smith Park. See Figure 3-1, East Water Reclamation Facility.This wastewater treatment facility has a current inflow of approximately 1 MGD AADF.The East WRF produces Public Access quality reclaimed water and is permitted by FDEP. It is currently permitted for 2.012 MGD of capacity. It predominantly supplies reclaimed water to the eastern part of the City. The reclaimed facilities include: a 500 gpm (30 Hp)jockey pump; two (2)— 1200 gpm (75 Hp) high service pumps; one (1) — 1800 GPM (100 Hp) high service pump; and, a 3.0 MG ground storage tank. The electrical system for the pumps and controls are provided from the separate electrical operations building next to the pumps and the ground storage tank.The East WRF has a generator for emergency power back-up. 3.4.2 West WRF Reclaimed Water The West WRF Reclaimed Water supply is located at the West Water Reclamation Facility north of SR 434 on Casselberry Lane. See Figure 3-2, West Water Reclamation Facility. This wastewater treatment facility has a current inflow of approximately 1 MGD AADF. The West WRF produces Public Access quality reclaimed water and is permitted by FDEP. It is currently permitted for 2.07 MGD of capacity. It predominantly supplies reclaimed water to the western part of the City. The reclaimed facilities include: a 300 gpm (20 Hp)jockey pump; two (2) —650 gpm (40 Hp) high service pumps; two(2)—950 GPM (60 Hp) high service pumps; and, a 2.0 MG ground storage tank The electrical system for the pumps and controls are provided from the operations building. The West WRF has a generator for emergency power back-up. 3.4.3 Lake Jesup Augmentation The Lake Jesup Augmentation Supply site is part of the City of Winter Springs CUP and is located City of Winter Springs—Master Wastewater Plan Page No. 3-15 on the south shore of Lake Jesup directly west and adjacent to the Central Winds Park facilities. This facility will predominantly supply flow to the Central Winds Park irrigation system during peak demand periods, as it is the closest user to the source. The Lake Jesup Augmentation Supply consists of an intake structure which extends into Lake Jesup as the water source; an intake pumping system that feeds into a filtration system; a 250,000 - gallon storage tank; a 500 - gpm jockey high service pump for low flows; and two (2) - 1500 gpm high service pumps for larger demands. See Figure 3-5. 3.4.4 Oak Forest Reclaimed Water Storage and Pumping The Oak Forest Reclaimed Water Storage and Pumping facility is located to the west of the Oak Forest subdivision and north of the Oak Forest non-public access spray irrigation site. This facility can receive flow from all three water supply sites. Its purpose is to provide additional storage volumes during low demand periods and to feed the stored reclaimed water back into the distribution system during peak demand periods to any sector of the City due to the centralized location of the facility. The storage tank can be filled during off peak times (10 AM to 4 PM) when irrigation is prohibited by regulations. This is the time that is restricted by SJRWMD for water conservation purposes. During the rest of the day, it can feed water into the reclaimed water distribution system as a secondary supply source as needed. It can also feed water to the other non-public access facilities that surround the site. Figure 3-6, Oak Forest Reclaimed Storage and Pumping, shows an aerial view of the existing facilities. City of Winter Springs—Master Wastewater Plan Page No. 3-16 TABLE 3-4 NVENTORY OF Plant Operating Design . • ElLocation JEW Pump Mfg.A Model # Output (psi & feet) Lake Jesup 41 Fairbanks Morse 10D 500 40 All VFD 42 Fairbanks Morse 121 1500 125 98 psi #3 Fairbanks Morse 121 1500 125 228' Oak Forest 41 Ideal 10RC54 500 50 All VFD 42 Ideal 12RDS150 1500 100 80 psi 43 Ideal 12RDS150 1500 100 185' #4 Future #5 Future EWRF Fairbanks Morse * 500 30 All VFD 41 1200 75 Except jockey 42 Fairbanks Morse 43 Fairbanks Morse 1200 75 pump 44 Fairbanks Morse 1800 100 MRF 41 Ingersoll Rand 650 40 All VFD 42 Deming 650 40 43 Deming 950 60 44 Deming 950 60 Jockey 45 Ingersoll Rand 300 20 Total Pump output is 15,200 gpm; (13,400 gpm with the largest pump out of service). * Model Numbers Unknown O Z m m a_ i� a W - � z �z--cm a - w W za w a a_LU W UQ U n a Z~ W ?U) w3:U) ° W Lu _F YYY � f Ff LU o �a " W /) \ Iff\ cod o[ LU o c i 1 r�E Q � LU y UWWaF W 0 O O N ( � O— 'll\L mH F E v LU LL D\ wv O o J , CD Y ¢ L/ O Q z w �) � A erre 3 ' 3 Cc a Oo o3 In Lu w a 3 io LZ� �__ W � W o U Z w W m s m O ✓�� _ N 0 0 LL 0 } } w FU FU N N N a � � z W OC 0 z W Q Q Q (A LU > m m n m 0 0 0 Q O •+ _ �r �r Y i4 _r r c" z �co J, tKI LL ilk � Q w U)Q LLI 4 F U d LLI a� P J z U)Q Of W W LLI LL W Q F U) f' f. >• D U E✓ w � w Y h,y+ ,' •h t •S .4.�L ..- fi,'•; ,. '"'d SNOIH a0 0. ddao z° v v LL w o c O a a Z55 y o kz 'T 3 a. a W Ofo Z U N N N � D � */ Ob SMOOtl3W tl03N3S O �� 3 0 N j.. 0 cl U Q (O LL AM". } Alio z 3SVHO ONIONIM t' W z R OnlB LLI `iyrw�`44 -. �. •�.,.�, r..+.}Y -•, ��^ ,,ttom� O �Q d z F x ►`,. ° 3 h f• A Yr •'til'+ _ - J O LLI LULi 41 L * 4� ext F'•: n N O yL3}�•k" wow Oi au ,; �w ah' v v C9 w 2 .. r,, .... FL.a�2 1.r � }y w y. � "•r F t s j � =m�2 •�° f�' Y 3 ''+ f. -N �► W Q m I � � N cl N N a r. �� wWit• -,'r o s � Q in City of Winter Springs—Master Wastewater Plan Page No. 3-20 3.5 Reclaimed Water Disposal Sites The Winter Springs disposal sites are shown in Figure 3-7, "Map of Existing WRF Disposal Sites". 3.5.1 Dayron Percolation Ponds The Dayron Percolation Ponds are located on the west side of the City. They are due west and adjacent to Shepard Road, due east of the former Winter Springs golf course, south of Marni Drive and north of MacGregor Road. They have a permitted capacity of 0.53 MGD. The site is shown in Figure 3-8. 3.5.2 East Percolation Ponds The East Percolation Ponds are located on the east side of the City. They are due west of and adjacent to SR 417 and south of SR 434. They have a permitted capacity of 0.61 MGD. The site is shown in Figure 3-9. 3.5.3 Mt. Greenwood Percolation Ponds The Mt. Greenwood Percolation Ponds are located on the west side of the City. They are north of Bahama Road between Dolphin Road and Hayes Road. The ponds are adjacent to the Power easement corridor (on the north side). They have a permitted capacity of 0.11 MGD. The site is shown in Figure 3-10. 3.5.4 Site 17 Percolation Ponds The Site 17 Percolation Ponds are located on the west side of the City. They are on the northeast corner of Shore Road and East Panama Road. The ponds are adjacent to the Power easement corridor(on the north side). They have a permitted capacity of 0.10 MGD. The site plan is shown in Figure 3-11. 3.5.5 Site 16 Dedicated Sprayfield Site The Site 16 Dedicated Sprayfield Site is located on the west side of the City. The site is a restricted access spray field site. The site is on the northeast corner of Shore Road and East Panama Road and is directly northeast of Site 17 and northwest of the Oak Forest Sprayfield site. The sprayfield site has a permitted capacity of 0.20 MGD. The site plan is shown in Figure 3-11. City of Winter Springs—Master Wastewater Plan Page No. 3-21 3.5.6 Oak Forest Dedicated Sprayfield Site The Oak Forest Dedicated Sprayfield Site is located on the west side of the City, but serves the East WRF. It is in the same area as Sites 16 and 17. The site is a restricted access spray field site. The site is on the northeast corner of Shore Road and East Panama Road and is directly east of Site 17 and Site 16. The sprayfield site has a permitted capacity of 0.201 MGD. The site plan is shown in Figure 3-11. 3.5.7 Tuscawilla Golf Course The Tuscawilla Golf Course is located on the east side of the City.The site is a public access spray site. The site is south of Winter Springs Boulevard and north of Northern Way(southern portion of the looped road). Hole number 11 is directly adjacent to the East WRF. The site has a rated capacity of 1.08 MGD (per the permit). The site plan is shown in Figure 3-12. 3.5.8 Residential Irrigation The City of Winter Springs has a FDEP permitted reuse service area that is equal to the city limits of the City of Winter Springs. There are numerous residential irrigation sites throughout the City.There are 15 subdivisions that are served by reclaimed water for irrigation purposes. They are connected to the distribution system that also feeds the various disposal sites described in this Section 3.7. The distribution system is supplied from the various supply points described in Section 3.6. 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" � " '"rw,�r_ s .� ��L � m n m City of Winter Springs—Master Wastewater Plan Page No. 3-28 3.6 West WRF Facilities The Winter Springs West Water Reclamation Facility(West WRF)currently operates under Permit Number FLA011067 issued by the Florida Department of Environmental Protection (FDEP) on January 21, 2014 with an expiration of January 15, 2024. A copy of this permit is included in Appendix D. We have listed the design criteria of the existing facilities in Table 3-5 later in this Chapter. We present the existing capacity of each component/process in the West WRF. WWTP#2 is a circular field erected steel wastewater treatment plant with a clarifier in the center of the system. It is approximately 112 feet in diameter and the clarifier is approximately 60 feet in diameter. WWTP #2 was purchased as a used facility and re-erected at the West WRF in 1987. During re-erection, all metal surfaces were rehabbed or replaced and re-coated. Hydrostatic walls were constructed between digester 1 and 2; between digester 2 and the contact tank; between digester 1 and the effluent tank; and between the effluent tank and the re-aeration tank. There is a non-hydrostatic wall between the reaeration tank and the contact tank.The tank was constructed on a new concrete slab.A new floor was constructed inside the clarifier and the sludge collection/rake system was re-built. New aluminum grating was installed inside the catwalk frames. After installation of WWTP#2,WWTP#1 was temporarily removed from service in 1988.WWTP#1 is a circular field erected steel wastewater treatment plant with a clarifier in the center of the system. The overall plant is approximately 120 feet in diameter and the clarifier is approximately 60 feet in diameter (2,827 SF). A complete rehabilitation of the WWTP #1 was performed in 1987, after WWTP#2 was completed and placed into service. Hydrostatic walls were constructed between the digester and the contact tank; and, between the digester and the reaeration tank. Non-hydrostatic walls were re-constructed on both sides of the effluent tank (the effluent tank separates the re- aeration tank into two parts); and between the reaeration tank and the contact tank. The sludge collection/rake system was re-built, the clarifier floor was re-leveled and the catwalk system was rebuilt with new aluminum grating installed inside the catwalk frames. New galvanized steel diffuser pipes were installed and all diffusers were re-habilitated. The existing FDEP Permit lists the facility capacity as follows: City of Winter Springs—Master Wastewater Plan Page No. 3-29 'WASTEWATER TREATMENT: An existing 2.07 MGD annual average daily flow (AADF) permitted capacity dual-train contact stabilization domestic wastewater treatment plant(2.5 MGD design capacity for all units except the filters) consisting of influent screening, aeration, secondary clarification, filtration, chlorination, and aerobic digestion and dewatering of biosolids. REUSE OR DISPOSAL: Land Application R-001:An existing 2.07 MGD annual average daily flow permitted capacityslow- rate public access reuse system. R-001 is a reuse system which consists of a 3.0 MG reuse storage tank and pump station shared with Winter Springs East, a 2.2 MG on site storage pond, a 2.0 MG reclaimed water tank, and two ponds at the golf course that hold a total of 1.4 MG. Reclaimed water that does not meet public access criteria is either sent to the 1.3 MG reject pond for additional treatment or it may be diverted to other reuse systems, R002 or R003. The following surface water sources may be used to augment the supply of reclaimed water:Lake Jesup. Land application R-002: An existing 0.200 MGD annual average daily flow permitted capacity slow-rate restricted public access reuse system. R-002 is a reuse system which consists of spray field having a capacity of 0.2 MGD located approximately latitude 28°41'27"N, longitude 81' 16' 13" W. Wet-weather storage is also provided at the treatment plant, as noted above. Land application R-003: An existing 0.740 MGD annual average daily flow permitted capacity rapid infiltration basin (RIB) system. R-003 is a reuse system which consists of the Dayron RIBs having a capacity of 0.530 MGD located approximately at latitude 28 42'4 1"N, longitude 81' 18' 46"W, the Mt Greenwood RIBs having a capacity of 0.110 MGD located approximately at latitude 28° 41'28"N, longitude 81° 17'3" W, and Site 17 RIBs having a capacity of 0.100 MGD located approximately at latitude 28°41'27"N, longitude 81' 17'21"W." City of Winter Springs—Master Wastewater Plan Page No. 3-30 The West WRF facility component capacities based on Class I Reliability criteria are described in more detail below. Class I Reliability criteria is required on all Public Access Treatment Facilities. Because the West WRF provides reclaimed water to residential customers, we have classified the entire West WRF as"Public Access Reuse". However, FDEP provides for an exemption if there is an alternative treatment or disposal system. In the case of the West WRF, flow leaving the plant and going to the Dayron percolation pond is an alternative disposal site. The flow going to the Dayron percolation ponds (0.530 MGD) is on its own service line and is not connected to the residential reclaimed water distribution system. If the facility does not meet public access criteria, flow can be diverted to the Dayron ponds. 3.6.1 West Water Reclamation Facility Components Public Access Reuse facilities must provide components that meet Class I Reliability per FDEP rule 62-610.The criteria are based on EPA-430-99-74-001; Design Criteria for Mechanical, Electric,and Fluid System and Component Reliability. We have listed the criteria for each component section described below, in the italics font. 3.6.1.1 Pre-Treatment The purpose of preliminary treatment is to remove large or heavy solids and inorganic materials from the wastewater which might otherwise damage or impede the performance of downstream equipment and/or treatment processes. 3.6.1.1.1 Barscreen and Grit Removal The manual bar rack removes larger solids by screening. Grit removal facilities are not provided at this facility. Grit will accumulate over time in the aeration basins of the WWTPs. This grit is removed periodically by a mechanical device (Vactor truck system). Class I Reliability Criteria:A back-up bar screen shall be provided. It is permissible for the backup bar screen to be designed for manual cleaning only. Works with only two bar screens shall have at least one bar screen designed to permit manual cleaning. The system has one manual barscreen per treatment plant. City of Winter Springs—Master Wastewater Plan Page No. 3-31 3.6.1.1.2 Flow Equalization Tank The West WRF does not have flow equalization capability. Class /Reliability Criteria: No criteria for backup exists for flow equalization. 3.6.2 Biological Treatment and Clarification The biological treatment system consists of two separate package treatment plants. Each plant consists of a circular/ring steel outer wall with a center clarifier (the "donut hole"). The "donut" contains the biological contact tanks. Each plant can be operated in the Contact Stabilization Mode. 3.6.2.1 Aeration The primary objectives of the treatment of domestic sewage are to coagulate and remove the non-settleable colloidal solids and to stabilize the organic matter. In the aeration process, dissolved oxygen (DO) from compressed air is added to the basin via air diffusers to support the microbial activity used to decompose and stabilize the organics in the raw influent of domestic sewage. Flow from the west wastewater collection and transmission system is routed to the West WRF site where it is divided by piping to Wastewater Treatment Plant(WWTP)#1 (the north tank)and WWTP#2 (the south tank). The wastewater secondary treatment units are similar in size and process flow. The raw wastewater is pumped into an influent box at the top of the plant where it passes through a manual bar screen and then into a peripheral launder which allows the raw wastewater to be fed at several different locations around the concentric aeration basin. Each plant can process approximately 1.5 MGD AADF. Each treatment unit consists of a concentric aeration basin with a sidewall depth of approximately 17 feet and a sidewater depth of 15 feet. WWTP #1 is divided into three aeration tanks (a split reaeration tank and a contact tank) with hydrostatic and non- hydrostatic divider walls for use in modifying the process flow. Each treatment unit has individual drop pipes extending down into the aeration basin from City of Winter Springs—Master Wastewater Plan Page No. 3-32 an overhead air header on the outside perimeter wall of the internal clarifier. The diffused aeration system consists primarily of 2-inch drop lines extending into the mixed liquor solution with coarse bubble stainless steel diffusers on the ends of the laterals to the drop pipes.The incoming raw wastewater is mixed with the recycled activated sludge drawn from the bottom of the internal clarifier via an air lift located near the influent box to the aeration basin. Reaeration tank 1 volume is 27,726 cubic feet (CF), reaeration tank 2 volume is 27,682 CF and the contact tank volume is 27,609 CF. The total WWTP #1 aeration tank volume is 83,017 CF. WWTP #2 is divided into two aeration tanks (a reaeration tank and a contact tank) with hydrostatic and non- hydrostatic divider walls for use in modifying the process flow. Each treatment unit has individual drop pipes extending down into the aeration basin from an overhead air header on the outside perimeter wall of the internal clarifier. The diffused aeration system consists primarily of 2-inch drop lines extending into the mixed liquor solution with coarse bubble stainless steel diffusers on the ends of the laterals to the drop pipes.The incoming raw wastewater is mixed with the recycled activated sludge drawn from the bottom of the internal clarifier via an air lift located near the influent box to the aeration basin. The reaeration tank volume is 41,672 CF and the contact tank volume is 34,929 CF. The total WWTP #2 aeration tank volume is 76,601 CF. To provide the oxygen transfer and mixing for the mixed liquor suspended solids (MLSS), there are three blowers. One blower is required per plant with the third blower serving as a back-up. A single air line feeds both plants from the blower system. The aeration basins of both WWTP#1 and WWTP#2 were designed to operate at a solids retention time (SRT)of 5-15 days and at a MLSS concentration of 2,000 — 3,500 mg/I. Class I Reliability Criteria:Aeration Basin:A backup basin shall not be required;however, at least two equal volume basins shall be provided. City of Winter Springs—Master Wastewater Plan Page No. 3-33 There are two separate and equivalent volume aeration basins(by virtue of the two package plants). No additional aeration basins are required. The aeration process is rated at a 3.0 MGD capacity (the design flow rate). Class I Reliability Criteria:Aeration Blowers: There shall be a sufficient number of blowers to enable the design oxygen transfer to be maintained with the largest unit out of service. It is permissible to be an uninstalled unit, provided that the installed unit can be easily removed and replaced. However, at least two units shall be installed. There are three blowers, one for each package plant and an installed back-up blower for either WWTP. This is sufficient for the current operating flows and future flows up to 3.0 MGD. Return activated sludge (RAS) is part of the aeration process. Currently in both treatment plants, RAS is provided by using air lifts. 3.6.2.2 Clarification The secondary clarifiers provide a quiescent zone for settling of the Mixed Liquor Suspended Solids (M LSS)from the aeration process units.The clarified effluent flows to the effluent tank within each WWTP. Settled solids are returned to the head of the treatment process as return activated sludge(RAS)to maintain the system's solids balance.A portion of the settled solids, waste activated sludge (WAS), are periodically wasted by the air lift system to the digester to maintain a constant MLSS concentration. The aerated mixed liquor from the annular aeration basin is transmitted to the stilling well of the internal clarifier. From the stilling well, the mixed liquor is allowed to flow by gravity into the quiescent zone of the clarifier.The heavy sludge material settles and thickens via gravity to the bottom of the clarifier and is collected by the center pivoting sludge collection system. The clarified effluent is transmitted radially outward toward the peripheral launder with V- notch weir plates attached. The secondary treated effluent is collected in the peripheral launder and discharges through a common header to a chlorine contact basin contained in City of Winter Springs—Master Wastewater Plan Page No. 3-34 the annular portion of the treatment unit. The activated sludge is collected in a center hopper and is air lifted and is either recycled back into the aeration basin or wasted to the aerobic digester. There are two(2)circular clarifier basins at the West WRF, one clarifier in each WWTP.The clarifiers are 60 foot in diameter and have a SWD of 13'-8", providing a surface area of 2,826 square feet (SF). Ten States Standards (paragraph 72.33 Final Settling Tanks — Activated Sludge) has established an overflow rate of 600 gpd/SF(average design flow)for the Aeration Treatment Processes for plants needing to meet 20 mg/I suspended solids (secondary treatment). The clarifier component capacity, based on this criteria, is an average design flow capacity of 1.7 MGD per treatment plant. Ten States Standards has a maximum weir loading rate of 30,000 gpd/LF as the standard for plants over 1 MGD. The weir overflow rate at 3.0 MGD (PHF) is 16,667 gpd/LF. Class / Reliability Criteria: There shall be a sufficient number of units of a size, such that with the largest flow capacity unit out of service, the remaining units shall have a design flow capacity of at least 75 percent of the total flow to that unit operation. This West WRF capacity, based on Class I Reliability Criteria above, is 1.7 MGD divided by 0.75, or 2.27 MGD. 3.6.3 Filtration From the internal effluent basin of WWTP #1 and WWTP #2, the effluent flows by gravity to the tertiary filters. There are two automatic backwash (ABW) filters on the West WRF site. Each unit has a filtration surface area of 360 SF (9 feet by 40 feet). The design filtration rate for an ABW filter is approximately 3 gpm per SF AADF.At this rate, each filter has a capacity 1080 gpm (1.55 MGD). Design filtration rates can be as high as 6 gpm/SF for ABW type filters, so there is additional capacity in the filtration system. City of Winter Springs—Master Wastewater Plan Page No. 3-35 Class / Reliability Criteria: There shall be a sufficient number of units of a size, such that with the largest flow capacity unit out of service, the remaining units shall have a design flow capacity of at least 75 percent of the total flow to that unit operation. Two units are provided, each with a 1.55 MGD capacity.With one unit out of service,the remaining filter has a capacity of 1.55 MGD divided by 0.75 equals 2.07 MGD which equates to the FDEP permitted plant flow rate of 2.07 MGD. 3.6.4 Disinfection FDEP requires High Level Disinfection for all public access wastewater facilities after filtration.The chlorine contact chamber provides a zone for the destruction of disease-causing organisms such as bacteria, viruses and anaerobic cysts. The public access reuse system chlorine contact chamber consists of two separate compartments within a single concrete tank. Each compartment has five passes that are 3.5 feet wide by 5 feet deep by 48 feet long each. FDEP disinfection criteria is based on concentration time (CT). The formula requires a detention time and a minimum level of chlorine concentration. The CT value depends on the coliform levels in the effluent (prior to chlorination). Each unit has a volume of 35,028 gallons, for a total volume of 70,056 gallons. Alternatively, the chlorine residual can be increased, without increasing the detention time, to provide additional system capacity. The increased chlorine use results in a higher cost for chemicals and this annual cost should be balanced against the capital cost of a larger contact chamber. From FAC 62-600.440, High-level disinfection: '1. For a reclaimed water or effluent containing 1,000 fecal coliforms, or less, per 100 mL before disinfection, the product of the total chlorine residual used for design (expressed in mg/L) and the contact time at peak hourly flow (expressed in minutes) shall be at least 25." Assuming a CT equal to 25; a 2.0 PHF; and, a 1.0 mg/I chlorine residual, the AADF flow rate with both tanks operating would be 1.78 MGD. To comply with the current FDEP criteria, the chlorine residual would need to be 1.16 mg/I to obtain the permitted capacity of 2.07 MGD AADF. City of Winter Springs—Master Wastewater Plan Page No. 3-36 Class I Reliability Criteria:Disinfectant Contact Basins: There shall be a sufficient number of units of a size, such that with the largest flow capacity unit out of service, the remaining units shall have a design flow capacity of at least 50 percent of the total design flow to that unit operation. The criterion is met with two separate chambers of equal size. 3.6.5 Effluent Disposal The following is a general description of the effluent disposal system for the West WRF. 3.6.5.1 Public Access Irrigation (Golf Course) The West WRF is permitted to deliver 0.35 MGD of reclaimed water to the Winter Springs Golf Course for spray irrigation. The Golf Course is closed, but the City maintains "Air Rights" over the golf course area for effluent disposal. No capacity is currently being used on the golf course property. 3.6.5.2 Non- Public Access Percolation Ponds or Rapid Infiltration Basins (RIBS) The West WRF has percolation pond effluent disposal capacity totaling 0.740 MGD, they are: Dayron site — 0.530 MGD; Mt. Greenwood site — 0.110 MGD; and, Site 17 — 0.100 MGD. These facilities have been constructed in several phases since 1986. The locations are listed in section 3.5 above. 3.6.5.3 Dedicated Non-Public Access Irrigation Winter Springs West WRF has a permitted 0.200 MGD dedicated non-public access spray site known as Site 16. 3.6.5.4 Public Access Irrigation— Public Sites or Easements Winter Springs West WRF supplies Public Access reclaimed water to the Florida Power easement and SR 434 medians for Public Access irrigation. 3.6.5.5 Public Access Irrigation City of Winter Springs—Master Wastewater Plan Page No. 3-37 Winter Springs West WRF currently provides reuse to the following residential areas: A) Greenspointe B) Highland Lakes C) Highland Village D) The Oaks E) City Recreational Center F) North Orlando Terrace Section 1 G) Seville Chase H) Stone Gable 1) Winding Hollow 3.6.6 Sludge Holding, Aerobic Digestion and Thickening WWTP#1 has a single aerobic digester of 46,511 CF.WWTP#2 is divided into aerobic digester#1 (21,227 CF) and aerobic digester #2 (11,487 CF). WWTP #2, Digester #2 is equipped with a thickener that takes sludge from WWTP#1 and WWTP#2 (digester#1), thickens the sludge and stores it in digester#2 for further processing. Class / Reliability Criteria: A reliability criterion has not been developed for the treatment of residuals (sludge) nor the residuals handling facilities. There are three tanks, so repairs could be performed on one tank and/or system while the other tank remains operational. Planning for such an event would be desirable to maintain treatment parameters. City of Winter Springs—Master Wastewater Plan Page No. 3-38 TABLE Winter 7V EXISTING DESIGN CAPABILITIES Springs West Wastewater Reclamation I. FLOWS A. Overall Design Average Daily Flow (ADF) 2.07 MGD B. Permit 2.07 MGD C. Design Peak Hour: 4.0 MGD D. Design average influent concentrations 1. BOD: 200 mg/I 2. Suspended Solids 220 mg/I 11. PRETREATMENT (None) 111. WEST WRF AERATION (WWTP Number 1) A. Number of aeration basins Three (3) B. Water depth 14.7 feet C. Tank 1 volume - reaeration: 27,726 CF D. Tank 2 volume - reaeration: 27,682 CF E. Tank 3 volume —contact 27,609 CF F. Total volume: 83,017 CF G. Design solids retention time 9 days H. Design MLSS concentration 2,600 mg/I 1. Detention time at .5 MGD ADF 10 hours IV. WEST WRF AERATION (WWTP Number 2) A. Number of aeration basins Two (2) B. Water depth 14.7 feet C. Tank 1 volume: 41,672 CF D. Tank 2 volume: 34,929 CF E. Total volume: 76,601 CF F. Design solids retention time 9 days G. Design MLSS concentration 2,600 mg/I H. Detention time at 1.5 MGD ADF 9.2 hours V. WEST WRF CLARIFICATION (WWTP Number 1) A. Number of Units: One (1) B. Dimensions: 1. Diameter 60 feet 2. Average water depth 13.7 feet 3. Total surface area 2826 sf C. Overflow rate 1. @ ADF (1.5 MGD) 531 gpd/sf 2. @ PHF (3.0 MGD) 1,062 gpd/sf D. Total weir length 180 feet E. Weir loading rate 1. @ ADF (1.5 MGD) 8,333 gpd/LF 2. @ PHF (3.0 MGD) 16,667 gpd/LF City of Winter Springs—Master Wastewater Plan Page No. 3-39 VI. West WRF CLARIFICATION (WWTP Number 2) A. Number of Units: One (1) B. Dimensions: 1. Diameter 60 feet 2. Average water depth 13.7 feet 3. Total surface area 2826 sf C. Overflow rate 1. @ ADF (1.5 MGD) 531 gpd/sf 2. @ PHF (3.0 MGD) 1062 gpd/sf D. Total weir length 180 feet E. Weir loading rate 1. @ ADF (1.5 MGD) 8,333 gpd/LF 2. @ PHF (3.0 MGD) 16,667 gpd/LF VII. DISINFECTION A. Public access chlorine contact tanks 1. Number of Units Two (2) 2. Dimensions (each) a. Width 3.5 feet b. Length 240 feet C. Average water depth 5 feet 3. Total volume 4,200 CF 4. Total volume 31,416 gal 5. Detention time a. @ ADF (1.5 MGD) 30 min each b. @ PHF (3.0 MGD) 15 min each 6. CT (per FDEP) 25 Assuming a PHF of 2.0, a 1.16 mg/I Chlorine residual is required to comply at the permitted flow. VIII. FILTRATION (Aqua Aerobics —ABW units) A. Number of Units/Tanks Two (2) B. Length (ft) each Forty (40) C. Width (ft) each Nine (9) D. Surface Area (SF) each 360 E. Maximum Filtration Rate 6 gpm/SF F. Design Capacity (based on 3 1.56 MGD gpm/SF— each) G. Capacity— Class I Reliability Criteria 2.07 MGD City of Winter Springs—Master Wastewater Plan Page No. 3-40 TABLE • • Winter Irw EXISTING DESIGN CAPABILITIES A Springs West Wastewater Reclamation IX. SLUDGE HOLDING AND THICKENING TANKS A. Number of Units: Three (3) B. Volume WWTP #1 46,511 CF C. Volume WWTP #2, tank #1 21,227 CF D. Volume WWTP #2, tank #2 11,487 CF E. Sidewall water depth (freeboard one 14.7 feet foot): F. Total volume (EA): (405,200 gallons) 54,160 cubic feet G. Solids retention time (Design): 40 days F. Hydraulic detention time: 12 days X. STANDBY POWER SOURCE A. Number of Units: One (1) B. Type: diesel engine generator C. Continuous power capacity: 750 kW XI. RECLAIMED WATER COVERED STORAGE A. Number of Units: One (1) B. Volume: 2.0 MG C. Dimensions 1. Diameter: 98 feet 2. Depth: 27 feet XII. RECLAIMED WATER STORAGE PONDS A. Number of Units: Three (3) B. North Pond Volume: 2.2 MG C. Winter Springs Golf Course Volume: 1.4 MG D. South Pond Reject Volume: 1.3 MG 3.7 East WRF Facilities The Winter Springs East Water Reclamation Facility consists of two separate package treatment plants.WWTP#1 was constructed in the mid - 1970's. It was approximately 1.0 MGD in capacity. In the early 1990's, the private owner constructed WWTP#2. It is approximately 1.44 MGD in capacity and includes a surge tank in its design configuration.All flow goes into the surge tank of WWTP#2