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February 2016 City of Puyallup Comprehensive Sewer Plan February 2016 1601 5th Ave Suite 500 Seattle, WA 98101 (206) 505-3400 ---PAGE BREAK--- ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 i City of Puyallup Comprehensive Sewer Plan CHAPTER 1 EXECUTIVE SUMMARY Page 1.1 Introduction 1-1 1.2 Planning Data 1-1 1.3 Projected Wastewater Flows and Loads 1-2 1.4 Capital Improvement Projects 1-3 CHAPTER 2 INTRODUCTION 2.1 Purpose and Need for Plan 2-1 2.2 Ownership and Management 2-2 2.3 System History and Background 2-2 2.4 Service Area Characteristics 2-4 2.5 City Sewer Policies 2-5 CHAPTER 3 LAND USE AND SERVICE AREA 3.1 Service Area Description 3-1 3.2 Surrounding Vicinity Characteristics 3-1 3.2.1 Topography 3-1 3.2.2 Geology 3-2 3.2.3 Water Resources 3-2 3.3 Land Use 3-8 3.3.1 Growth Management Act 3-8 3.4 Relationships with Adjacent Sewerage Agencies 3-10 CHAPTER 4 DESIGN CRITERIA 4.1 Performance and Design Criteria 4-1 4.1.1 Sewer Mainline 4-1 4.1.2 Manholes 4-2 4.1.3 Side Sewers 4-3 4.1.4 Pump Stations 4-3 4.1.5 Individual Grinder Pumps 4-3 4.2 Easements 4-4 4.3 Standard Details and General Notes 4-4 CHAPTER 5 EXISTING FACILITIES 5.1 Drainage Basins 5-1 5.2 Puyallup Sewer Service Area 5-1 5.2.1 Pierce County 5-5 5.2.2 Edgewood 5-5 5.2.3 Washington State Fairgrounds 5-5 5.3 City Collection and Conveyance Facilities 5-5 5.4 Lift Stations 5-6 CHAPTER 6 EXISTING AND FUTURE POPULATION AND FLOW PROJECTIONS 6.1 Existing Population 6-1 6.1.1 General 6-1 6.1.2 Baseline Residential Population (2010) 6-1 ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 ii 6.1.3 Baseline Employment Population (2012) 6-1 6.1.4 Baseline Student Population (2014) 6-1 6.1.5 Baseline Sewer Population 6-4 6.2 Population Projections 6-4 6.2.1 Projected Residential Population 6-9 6.2.2 Projected Employment Population 6-9 6.2.3 Projected Student Population 6-9 6.2.4 Projected Sewered Population 6-10 6.3 Flows 6-10 6.3.1 General 6-10 6.3.2 Recorded Flows 6-11 6.3.3 Infiltration and Inflow by Basin 6-17 CHAPTER 7 MODEL CONSTRUCTION AND CAPACITY ANALYSIS 7.1 Model Analysis Approach 7-1 7.2 Model Input Parameters 7-1 7.2.1 Data Sources 7-1 7.2.2 Modeling of Physical System Features 7-1 7.2.3 Model Loading 7-3 7.3 Surcharge Criteria 7-4 7.4 Model Calibration 7-4 7.5 Existing Conditions Results 7-4 7.6 6-Year Model Results 7-5 7.7 20-Year Model Results 7-5 7.8 Reducing Inflow and Infiltration (I/I) 7-9 CHAPTER 8 PUYALLUP WASTEWATER TREATMENT FACILITY 8.1 Introduction 8-1 8.2 Treatment Requirements 8-1 8.3 Treatment Performance 8-3 8.4 NPDES Permitted Capacity and Historical Loading 8-3 8.5 Violations and Bypasses 8-5 8.6 Future Capacity Evaluation 8-5 8.6.1 Main Plant Lift Station 8-10 8.6.2 Headworks 8-10 8.6.3 Primary Clarifiers 8-10 8.6.4 Aeration Basins 8-11 8.6.5 Secondary Clarifiers 8-12 8.6.6 UV Disinfection 8-12 8.6.7 Sludge Handling 8-13 8.7 Future Regulatory Issues for WWTP 8-13 8.7.1 Effluent Concentration Limits 8-14 8.8 Plant Improvements and Additional Needs 8-14 8.8.1 Structure Age / Condition 8-14 8.8.2 Equipment Age / Condition 8-14 8.8.3 Equipment Obsolescence 8-16 8.9 Treatment Plant Conclusions and Recommendations 8-16 CHAPTER 9 COMPREHENSIVE PLAN AND CAPITAL IMPROVEMENTS 9.1 Introduction 9-1 9.2 Capital Improvement Projects 9-2 ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 iii 9.3 Basis for CIP Cost Estimates 9-7 9.3.1 Construction Estimates – Assumptions 9-7 9.3.2 Allied and Other Costs – Assumptions 9-7 9.4 Wastewater Reuse 9-8 9.4.1 Regulatory Requirements 9-8 9.4.2 Potential Uses and Demands 9-9 9.4.3 Reclaimed Water Treatment Facilities at WWTP 9-12 9.4.4 Reclaimed Water Conveyance and Distribution 9-12 9.4.5 Economic Analysis of Reuse 9-12 CHAPTER 10 OPERATIONS AND MAINTENANCE PROGRAM 10.1 City Management and Personnel 10-1 10.1.1 Organization 10-1 10.1.2 Certification and Training 10-1 10.2 Operations and Maintenance Activities and Programs 10-1 10.2.1 Collection System Maintenance 10-2 10.2.2 WWTP Operations and Maintenance 10-8 10.3 Programs 10-8 10.3.1 Pretreatment Program 10-8 10.3.2 Water Reclamation and Reuse 10-8 10.3.3 Biosolids Recycling 10-9 10.3.4 Sewage Spill Response Plan 10-9 10.3.5 CMOM 10-9 10.3.6 Puget Sound Water Quality Management Plan 10-10 10.4 Management System / Record Keeping 10-10 10.4.1 Collection System 10-10 10.4.2 NPDES Permit 10-10 10.5 Performance Indicators 10-10 10.5.1 Wastewater Treatment Plant 10-10 10.6 Condition Assessment 10-10 10.6.1 Collection System 10-10 10.6.2 Lift Stations 10-11 10.7 Sewer Collection Division Staffing Needs 10-11 10.8 WWTP Staffing 10-11 CHAPTER 11 FINANCIAL CHAPTER 11.1 Introduction 11-1 11.2 Past Financial Performance 11-1 11.2.1 Assessment of Annual Financial Performance 11-1 11.2.2 Assessment of Cumulative Financial Position 11-3 11.3 Current Financial Structure 11-4 11.3.1 Financial Plan 11-4 11.3.2 Capital Funding Strategy 11-5 11.4 Available Funding Assistance and Financing Resources 11-5 11.4.1 Internal Resources 11-5 11.4.2 External Resources 11-8 11.5 Financial Forecast 11-11 11.5.1 Current Financial Structure 11-11 11.5.2 Fiscal Policies 11-11 11.5.3 Financial Forecast 11-12 11.5.4 Sewer Utility Funds & Reserves 11-15 ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 iv 11.6 Current and Projected Rates 11-15 11.6.1 Current Rates 11-15 11.6.2 Projected Rates 11-16 11.7 Affordability Evaluation 11-17 11.8 Conclusion 11-17 CHAPTER 12 SEWER POLICY ANALYSIS 12.1 Purpose and Understanding 12-1 12.2 Current or Existing Known Policies 12-1 12.2.1 Rate Discounting 12-1 12.2.2 Sewer Expansion 12-1 12.2.3 Inflow and Infiltration 12-2 12.2.4 Sustainable Sewer Revenue and Growth 12-2 12.3 Policies for Consideration 12-2 12.3.1 Rate Discounting Policy Options 12-2 12.3.2 Sewer Expansion Policy Options 12-2 12.3.3 Inflow and Infiltration Policy Options 12-2 12.3.4 Future Financial Policy Options 12-2 APPENDICES A. ADS Flow Monitoring and RDII Analysis B. Financial Analysis C. Sanitary Sewer Standards D. SEPA Checklist and Determination of Significance E. Mini Basin Map Book F. Cost Estimates for CIP G. Sewer Service Agreements H. Pre-Treatment Policy I. East Valley Analysis Area J. Agency Review Comments and Responses K. NPDES Permit L. Letter from City Manager Bacon to Edgewood M. Sewage Spill Response Plan N. Smoke Testing Study ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 v LIST OF TABLES Page 2.1 Comprehensive Sewer Plan Requirements per WAC 173-240-050 2-1 2.2 Additional Sewer Plan Requirements per State and Local Regulations 2-2 5.1 Summary of Pipe Inventory 5-6 5.2 Summary of FM Inventory 5-6 5.3 Pump Station Inventory 5-7 6.1 City of Puyallup – Baseline Population Estimates 6-2 6.2 Residential Population Baseline Estimates & Projections 6-5 6.3 Employment Population Baseline Estimate & Projections 6-6 6.4 Sewered Student Populations 6-7 6.5 City of Puyallup – Population Equivalents – Growth Population 6-8 6.6 City of Puyallup WWTP Current Flows 6-12 6.7 City of Puyallup Flow Projections Baseline Calibration 6-16 6.8 City of Puyallup WWTP Flow Projections 6-17 6.9 City of Puyallup ADWF and I/I Flow Projections 6-18 7.1 Pump Station Capacity – Existing vs. Future 7-8 7.2 City of Puyallup WWTP Flow Projections with I/I Reduction 7-9 8.1 Historic Influent Flow and Loads 8-3 8.2 Puyallup WWTP 8-6 9.1 Capital Improvement Plan 9-3 9.2 Top Water Users Sorted by Their Irrigational Usage 9-10 10.1 Chronic and Frequent Sewer Problem Areas 10-3 10.2 Root Intrusion Locations 10-4 11.1 Statement of Revenues, Expenses, and Changes in Net Assets 11-2 11.2 Statement of Net Assets 11-3 11.3 Capital Improvement Program ($000s) 11-5 11.4 Sewer System Development Charge Calculation 11-7 11.5 Revenue Requirement Forecasts ($000s) 11-13 11.6 Capital Improvement Program – Phased ($000s) 11-14 11.7 Revenue Requirement Forecast – Phased CIP Scenario ($000s) 11-14 11.8 Summary of Projected Fund Activity ($000s) 11-15 11.9 Current Sewer Rate Structure 11-16 11.10 Sewer Rate Forecast 11-16 11.11 Affordability Evaluation 11-17 ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 vi LIST OF FIGURES Page 2.1 Vicinity Map 2-3 3.1 Municipal Boundary 3-3 3.2 Sensitive Areas and Water Features 3-4 3.3 Soils Map 3-5 3.4 Water Service Area & Adjacent Purveyors 3-6 3.5 Major Water System Facilities 3-7 3.6 Land Use Map 3-9 3.7 Puyallup/Pierce County Northwest Agreement Areas 3-11 3.8 Puyallup/Pierce County Southwest Agreement Areas 3-12 3.9 Puyallup/Pierce County Southeast Agreement Areas 3-13 3.10 Puyallup/Pierce County East Agreement Areas 3-14 3.11 Southern Sewer Service Boundary 3-15 3.12 Northern Sewer Service Boundary 3-16 5.1 Mini-Basin Map (ADS Study Basins) 5-2 5.2 Mini-Basin Map 5-3 5.3 Basin Flow Schematic 5-4 6.1 School Sites 6-3 6.2 Total Population versus Sewered Population Projections 6-10 6.3 Puyallup Wastewater Flows vs. Precip (2008-2013) 6-13 6.4 WWTP Flow for July thru October days with Zero Rainfall (ADWF) 6-14 6.5 WWTP Flow for November thru March (AWWF) 6-15 7.1 Modeled System vs. GIS Comparison 7-2 7.2 Example of Normalized Hydrograph 7-3 7.3 6-Year Capital Improvements, Based on Surcharge Requirements 7-6 7.4 20-Year Capital Improvements, Based on Surcharge Requirements 7-7 7.5 Avoided Capital Improvements Under Pro-Active I/I Approach 7-11 8.1 Existing WWTP Site Layout 8-2 8.2 Puyallup WWTP BOD and TSS Effluent 8-4 8.3 Proposed WWTP Improvements 8-15 9.1 Composite CIP Map 9-5 9.2 Proposed WWTP Improvements 9-6 9.3 Potential Reclaimed Water Users 9-11 10.1 Sanitary Sewer Root Spots 10-6 10.2 Sanitary Sewer Trouble Spots 10-7 12.1 Example Graphic for Inflow and Infiltration Source 12-10 ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 vii GLOSSARY 100-year flood: The magnitude of a flood likely to occur, on average, once every 100 years. Average Wet Weather Flow: Wastewater flow during period when groundwater table is high and precipitation is at its peak, generally the four wet weather months, from November to February. Class 1 Stream: A perennial or intermittent stream that is used by threatened or endangered fish or larger numbers of other fish, or that is used as a direct source of water for domestic use. Force Main: Pressurized discharge pipe from a lift station. Infiltration: Groundwater entering the sewage collection system through defective joints, pipes, and improperly sealed manholes. Inflow: Sewage flows resulting from stormwater runoff entering the sewage collection system, typically through manhole covers, roof leaders, and area drains connected directly to sewer, cross connections from storm drains and catch basins, and direct flows into broken sewers. Maximum Flow: Average daily flow during the highest flow month of the year. Mini-Basin: Drainage catchment areas delineated by one common sewer outlet. National Flood Insurance Program: Federally funded program providing flood insurance to property owners in flood plains provided the local government meets certain criteria for management of flood damage risk. Orange Book: Criteria for Sewage Works Design, published by the Washington State Department of Ecology Peak Hourly Flow: Wastewater flow during the highest flow hour. Sensitive Area: Area in which development potential is limited by environmental factors such as steep slopes, wetlands, and valuable natural habitat. Sewer Lateral: A sewer with no other common sewers discharging into it. Sewer Submain: A sewer that receives flow from one or more lateral sewers. Sewer Main or Trunk: A sewer that receives flow from one or more submains. Sewer Interceptor: A sewer that receives flow from a number of main or trunk sewers, force mains, etc. Urban Growth Area: Area in which urban development must be contained, as stipulated by the Growth Management Act. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 viii ABBREVIATIONS AAF Average Annual Flow ACS American Community Survey ADWF Average Dry Weather Flow AWWF Average Wet Weather Flow BLI Buildable Lands Inventory BOD Biological Oxygen Demand CFR Code of Federal Regulations CIP Capital Improvement Program CMOM Capacity, Management Operations and Maintenance CWA Clean Water Act DOH Washington State Department of Health DOE Washington State Department of Ecology DMR Discharge Monitoring Report EPA United States Environmental Protection Agency ERU Equivalent Residential Unit ESA Endangered Species Act FAZ Forecast Analysis FEMA Federal Emergency Management Act FM Force Main FOG Fats, Oils and Greases FPS Feet per second FWPCA Federal Water Pollution Control Act (“The Clean Water Act”) GMA Growth Management Act GPCD Gallons per capita per day GPAD Gallons per acre per day GPD Gallons per day GSP General Sewer Plan HPA Hydraulic Project Approval I/I Infiltration and Inflow JARPA Joint Aquatic Resources Permit Application MMF Maximum Month Flow MBR Membrane Bioreactor MGD Million Gallons per Day mg/l milligrams per liter NEPA National Environmental Policy Act NPDES National Pollutant Discharge Elimination System OCD Washington State Office of Community Development OFM Washington State Office of Financial Management OSS On-site Sewage Systems PDF Peak Day Flow PSRC Puget Sound Regional Council ppd Pounds per day PVC Polyvinyl Chloride PWWF Peak Wet Weather Flow RCW Revised Code of Washington SEPA State Environmental Policy Act SRF State Revolving Fund SRT Solids Retention Time ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 ix SSO Sanitary Sewer Overflows TSS Total Suspended Solids UGA Urban Growth Area USFWS United States Fish and Wildlife Service UV Ultra-violet WAC Washington Administrative Code WAS Waste Activated Sludge WWTP Wastewater Treatment Plant ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 1-1 Chapter 1 Executive Summary 1.1 Introduction The City of Puyallup’s (City) Comprehensive Sewer Plan (the Plan) reviews the City’s current sewage capacities and assesses the impact of projected growth on the City’s sewage collection and conveyance system. The Plan identifies future facilities required to accommodate both existing and future wastewater collection, conveyance and treatment needs as the City’s population grows within the service area limits for the years 2020, 2034, and build out conditions. An analysis of the City’s Wastewater Treatment Plant (WWTP) was also performed. The existing plant is evaluated under current and anticipated loadings. More stringent effluent limits are anticipated and incorporated into the WWTP plan. A policy analysis chapter is included which provides potential policies the City has or could adopt relating to operation of the sanitary sewer system. The plan was prepared in conformance with Washington Administrative Code (WAC) 173-240- 050. 1.2 Planning Data Population, employment and student population forecasts were used to estimate the current and future loadings to the City’s system. Planning data from the Puget Sound Regional Council (PSRC) provides population forecasts based on U.S. Census data as broken down by Forecast Analysis Zones (FAZ). The PSRC data tends to be widely used throughout the region and is the database that was used in developing and analyzing the flows. Sewer contributions are divided into three population categories: residents, employees, and students. Census data was used to estimate a baseline residential population. Covered employment data was obtained from PSRC to estimate a baseline employment population. Current student enrollment was obtained from the school district to estimate a baseline student population. Future residential and employment population estimates were a function of PSRC forecast data, Pierce County (County) Buildable Lands Inventory data and City comments. Future student population estimates were derived from the School District’s forecast. Population figures were aggregated by sewer infrastructure driven basin delineations. The service area is divided between thirty-seven (37) mini-basins. These 37 mini-basins encompass the entire service area boundary. The basins cover all future planned service areas for which Puyallup has responsibility. All basins are defined by having one common sewage outlet. The sewered portions of mini-basins 1 through 24 are consistent with the basins identified in a previous study on Inflow and Infiltration (ADS I/I study) conducted in the winter of 2011. Thus, each of the mini-basins in 1 through 24 has an associated meter and flow data information. Mini-basins 25 through 37 were created as part of this plan. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 1-2 Puyallup and Pierce County have a joint service area agreement which defines areas that Puyallup will serve that are located in Pierce County, outside of the City’s UGA. The agreement also identifies areas in the City’s UGA that the County has ultimate responsibility to serve. Similarly, the northern sanitary sewer boundaries are revised to meet the boundaries indicated in a recent Edgewood General Sewer Plan (GSP). Prior to Edgewood’s incorporation and adoption of the Edgewood GSP the City had sewer service obligation that extended into the City of Edgewood, but no interlocal agreement. Puyallup’s updated Comprehensive Plan adopts a revised service area which acknowledges Edgewood’s obligation to provide sewer service to properties within its own corporate boundaries. This amendment was adopted and agreed upon by Pierce County Council in March 2015 (See Figure 3.1 and Appendix 1.3 Projected Wastewater Flows and Loads A capacity analysis of the existing City sewer network was undertaken using the MIKE-URBAN hydraulic modeling program. The model was developed using information from the City’s GIS electronic database, supplemented by selected as-built drawings, pump records, field survey verification, flow monitoring data, and with other available data such as ground elevation LIDAR information. Sewer lines 10-inches and larger were surveyed as part of the effort. Existing lift stations capacities are included in the model based on as-built records, pump curves, and pump-down data. The model also uses metered flow data from the 2011 - 2012 ADS Inflow and Infiltration (I/I) Study. This flow data, as well as historic discharge monitoring reports (DMRs), were used to calibrate the model to best represent actual conditions. The year 2014 was used for calibration purposes utilizing flow metering data at the 24 points in the collection system (from meter data) and at the plant from the DMRs. Models were constructed to represent a 20-year flow event in years 2014, 2020, 2034, and build out flow conditions. Various flow conditions were evaluated for the flow data from each of the meters. Data for calibration purposes focused on flow from the years 2008 through 2013. Average Dry Weather Flow was defined as the average daily flow for the months of July through October when no measureable rain was recorded. Average Daily Flow was defined as the average flow over the entire year Average Wet Weather Flow was defined as the average of the daily flows from the months of November through March Maximum Month Flows are valuable particularly for the WWTP and are typically thought to be the design flow conditions for the plant. From the flow records, the maximum averages for the years 2008 through 2013 were used. Peak Day Flows are the measured maximum daily flows over the period of 2008 through 2013. Peak Hour Flows were determined by taking the measured peak day flows, applying a peak hour to peak day factor and by adding the diurnal flow variation to arrive at this estimated flow. With the flows determined and the known population equivalence, a flow per population equivalence was determined. This historical flow data was used to project future and anticipated flows. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 1-3 An important consideration of this Plan is the I/I component of the wastewater flows. It should be recognized that the I/I flow component is reflective of current conditions and that, as the pipes continue to age and degrade, the volume of I/I entering the system will continue to increase. A seven percent per decade increase in I/I is used to account for continued degradation for 2020, 2034 and build out conditions. The 7-percent number is defined by the Engineering and Planning Subcommittee of Metropolitan Water Pollution Abatement Advisory Committee (MWPAAC). The selection of the design flow event was based on economic, functional and other considerations. Weighing the infrequent nature of and the short duration of peak hourly flows, it was concluded that a rainfall event associated with a 25-year peak hour flows would be the design standard. This frequency is consistent with the City’s stormwater comprehensive plan rainfall events. Using a storm event of this frequency tends to be a conservative threshold. In fact, several years may pass without approaching these estimated peak hourly flows. To balance this 25-year frequency, the City has established a corresponding conveyance level of service which allows a surcharging tolerance of 200% of the pipe diameter, meaning that a 24- inch pipe can have up to 24 inches of water depth above the crown of the pipe during a peak event. Where pipe sections were identified as requiring an upgrade, the proposed upgrade was sized to provide capacity equal to or greater than the estimated build out flows. For example, if the model identified an upgrade in the 6-year CIP from a 15-inch gravity line to an 18-inch pipe but the build out conditions require a 24-inch pipe, a 24-inch pipe would be identified in the 6 year CIP. At lift stations where the estimated peak hour flows were shown to exceed the current capacity, a suitable build out upgrade flow capacity was estimated. The upgraded improvements were sized to match the expected life of the improvements. For example, if only larger pumps were required, then the size selection for these pumps was based on a projected 20-year planning horizon. This capacity was incorporated into the model for the planning horizon. This enabled the impact of the increased flow on the sewer network to be investigated. The results of the capacity analysis were used to develop the capital improvement program detailed in Chapter 9. 1.4 Capital Improvements Projects The capital improvement projects (CIP) developed in Chapter 9 are presented by time period. It should be noted that this plan has proposed a routing to extend sewers to every lot within the service boundary. However, it is not the intention of this plan to finance the proposed line extensions. The CIP does not include the line extensions and pump stations needed to serve presently unsewered areas. These line extensions are assumed to be initiated and financed by developers or through ULIDs or other financing avenues. Consequently, no City financing mechanism is proposed for these areas. The CIP is limited to the following categories: Existing lines that need to be upgraded/upsized to convey flows as population and flows increase. Existing lift stations that need to be upgraded to accommodate increasing flows. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 1-4 Existing lift stations that need modifications or improvements. This might include equipment that has reached, or are soon to reach, their useful life, needs new features, and stations that are slated to be abandoned or rerouted. Chronic maintenance areas that can be resolved with a capital project. Some of these problems are solved by extensions to re-route existing sewer flow away from the maintenance problems. WWTP improvements to respond to increasing flows, loads or new regulations The Capital Improvement Projects, however, do not include an allowance for the replacement of aging piping systems Cost estimates for each CIP were prepared based on current year (2015) pricing. Detailed cost estimates can be found in Appendix F. These projects were assigned a target period for completion based on the anticipated added flows and the expectation that capacity would be exceeded by the end of that period. Those improvements shown as 2015 to 2020 projects are those projects that have current or soon anticipated capacity issues and should be pursued first. Those that are in subsequent periods of 2020 to 2034 and 2034 to Build Out are projects that should be completed on or before that target year. Capital Improvements Projects to be financed through the Sewer Fund for those periods are presented in Table 9.1 and are summarized below: CIP financed from the Sewer Fund: 2015 2016 2017 2018 2019 2020 $7,514,074 $6,428,000 $8,205,000 $3,280,000 $2,790,000 $3,005,000 The recommended sewer rate increases to finance the CIPs shown above amounts to an initial increase of 21% followed by four sequential annual increases of 3 percent each year. The full impacts on the sewer rates are presented in Chapter 11. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 2-1 Chapter 2 Introduction 2.1 Purpose and Need for Plan The Plan provides a comprehensive guide to assist the City with managing and operating the sewer system and coordinating expansions and upgrades to the infrastructure for the next twenty years. The Plan serves as a guide for policy development and decision making for the City. It also provides other agencies and the public with information on the City’s plans for sewer system extensions within the City’s service area. This approach allows the City to provide high quality service to its customers and to continue protecting environmental quality. The Plan evaluates existing and future capacity of the sewer system based on current and anticipated future wastewater flow rates. Future wastewater flow rates are estimated from existing flow data and population growth projected within the sewer service area. This 2016 Comprehensive Sewer Plan is prepared for the City to fulfill the requirements of Chapter 173-240-050 of the Washington Administrative Code (WAC) and Chapter 90.48 of the Revised Code of Washington (RCW). The WAC requirements are outlined in Table 2.1. Table 2.1 Comprehensive Sewer Plan Requirements per WAC 173-240-050 Reference Paragraph Description of Requirement Location in Document 3a Purpose and need for proposed plan Section 2.1 3b Who will own, operate, and maintain system Section 2.2 3c Existing and proposed service boundaries Figure 3.1 3d Layout map showing boundaries; existing sewer facilities; proposed sewers; topography and elevations; streams, lakes; and other water bodies; water systems Figure 3.2 3e Population trends Chapter 6 3f Existing domestic and/or industrial wastewater facilities within 20 miles Figure 2.1 3g Infiltration and inflow problems Section 6.3 and Chapter 7 3h Treatment systems and adequacy of such treatment Chapters 5 and 8 3i Identify industrial wastewater sources Section 6.3.3 3k Discussion of collection alternatives Chapter 9 3k Discussion of treatment alternatives Chapter 8 3k Discussion of disposal alternatives Chapter 8 3l Define construction cost and O&M costs Chapter 9 and Appendix F 3m Compliance with management plan Section 10.3.6 3n SEPA compliance Appendix D ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 2-2 In addition to the WAC requirements sited above, there are other recent state and local regulations that must be incorporated into the Comprehensive Sewer Plan Update. These additional requirements are outlined in Table 2.2. Table 2.2 Additional Sewer Plan Requirements per State and Local Regulations Description of Requirement Location in Document Evaluation of wastewater reuse per Substitute Secondary Senate House Bill 1338 Section 9.4 Capacity, Management, Operations and Maintenance (CMOM). Section 10.3.5 An implementation plan is provided, including an estimated timeline for constructing selected projects. The financial analysis and the means by which the improvements are to be financed are addressed in Chapter 11. This chapter was prepared by FCS Group in close coordination with BHC and the City. 2.2 Ownership and Management The City owns and maintains a public wastewater system and is governed by a City Council- City Manager form of government. The City Manager oversees the management of the public works department and the wastewater utility through the Public Works Director. The wastewater utility is operated as a utility enterprise under the direction of the Public Works Director Rob Andreotti. The collections division is operated and managed under the direction of collections supervisor Jonathan Wilkander. The Sewer Collections Division consists of 3.67 Full-time equivalent workers. Collection employees are estimated to spend approximately 60% of their time on storm sewer maintenance and management; approximately 40% of the employee’s time is spent on the sanitary system. The treatment plant is operated and managed under the general direction of supervisor Kirk Elliott. The Treatment Plant employs 17.75 full time workers. Additional Engineering and Administrative employees are not accounted for in the above employment numbers. The City has a “Joint Service Agreement” with Pierce County. The agreement identifies areas in unincorporated Pierce County that will likely flow to the City. Conversely, it identifies areas within the City’s UGA that will likely flow to Pierce County. The City has no other agreements regarding sewer with local jurisdictions. This agreement is further explained in Chapter 3. 2.3 System History and Background The City of Puyallup is located in the central northern portion of Pierce County, southeast of Tacoma. See Figure 2.1. The City’s service area is limited to the north by the boundary between Edgewood and Puyallup. To the south, the City provides sewer service to some unincorporated portions of Pierce County. The City’s service area encompasses approximately 18.6 square miles. Puyallup was incorporated in 1890. ---PAGE BREAK--- COPYRIGHT © 2015 BHC CONSULTANTS LLC. ALL RIGHTS RESERVED This map is a geographic representation based on information available. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. 2.1 Figure Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington May 2015 Vicinity Map T T T T T T T T T T T T T T T T T T T T T 5 90 405 5 5 5 5 5 90 U V 167 U V 99 U V 5 U V 167 U V 167 U V 99 U V 99 U V 167 U V 99 Pacific Aurora International Aurora Pacific Copyright:© 2013 DeLorme, Sources: Esri, USGS, NOAA : Pierce Co King Co Thurston Co Kitsap Co P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 2.1 Vicinity Map 8.5x11.mxd 5/12/2015 ctolentino 0 5 10 2.5 Miles Lewis Co Mason Co Legend T Treatment Facilities City of Puyallup 20 mile Radius ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 2-4 The City of Puyallup’s wastewater collection system was initially constructed in 1905 and discharged directly into the Puyallup River. Through approximately 1949, the system conveyed both stormwater and wastewater as a combined storm/sanitary system. Since then, all new construction has allowed for separate storm and sanitary sewers. Excessive infiltration and inflow has historically been a problem within the City’s collection system. Wastewater that affects the total flows through the City’s collection and conveyance system can be categorized into four sources: City Direct Service. Flow from customers within the boundaries of the City that is treated at the Puyallup Wastewater Treatment Plant. UGA Service. Flow that originates from areas outside the City boundaries but within the City’s Sanitary Service Area. Puyallup is responsible for current and future infrastructure in these areas. Pierce County to Puyallup Service. Flow that originates outside the Corporate and UGA boundaries of Puyallup (i.e. in Pierce County) and is ultimately treated at the City’s WWTP. Puyallup to Pierce County Service. Areas inside the corporate boundaries or within the UGA boundaries of Puyallup but, through interlocal agreements, are served by the County. The County is responsible for operating and maintaining sewer service to these areas. Inter-local agreements between the City and the neighboring sewering agencies define the terms by which sewer service is provided. It is possible that those agreements could be amended in the future but it is unlikely that flows would be routed differently than currently described. It is assumed for the purposes of this Plan that the flows will continue under the current routing mode and that there would be no change to the current inter-local agreements that govern these sewer services. Consideration should be given to investigate rerouting options. See the current sewer franchise agreement with Pierce County (Appendix 2.4 Service Area Characteristics The City boundaries lie entirely within Pierce County. In addition, the sanitary sewer service area has portions that extend into unincorporated Pierce County. The service area is characterized as a mixture of single or multi-family residential units and a core commercial area. The topography within the City ranges from flat and gently rolling to hilly with steep slopes. Generally, elevations decrease from south to north, towards the Puyallup River and WWTP. Wetlands are found adjacent to the many creeks, small streams and lakes within the City service area (see Figure 3.2). Sewer service extensions presented in this report are planned only within the City’s service area boundary. These boundaries are shown on Figure 3.1. Since the City is bounded by other sewering agencies on all sides, it is anticipated that the service area boundaries would not be expanded unless the UGA boundaries are enlarged. Though not likely, it is possible that the City could enter an interlocal agreement with City of Edgewood to provide sewer infrastructure and treatment to the southern portion of Edgewood. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 2-5 2.5 City Sewer Policies The City’s policy for sewer service recognizes that its function is not to plan land uses for the service area but to respond to land uses as established through the City’s planning commission process. Currently, the public sewer system in the City may be extended by one of three methods. One of the methods is a developer extension agreement, where a developer, property owner or a group of property owners request and construct a sewer under the terms and conditions of a developer extension agreement. Another method is a Utility Local Improvement District (ULID) process following RCW 35.43.040 and 35.43.042, where a group of property owners petition the City to extend sanitary sewers to their area and then each property is assessed for the sewer improvements. The last method is a project funded by the City in anticipation of future development. It is the City’s policy that the property owners desiring sewer service initiate a request for a capital improvement project. After entering a Developer’s Extension Agreement with the City, the proposed sewer design will be reviewed by the City to ensure compliance with the standards and design criteria. Sewer extensions shall follow the current version of the City of Puyallup “Standards of Public Works Engineering and Construction”. Once the improvements have been constructed and confirmed through the City inspection to meet established standards, then ownership and maintenance responsibility will be transferred to the City. Chapter 12 provides possible alternative policies if the City chooses to take a more pro-active approach to extending sewer. For example, the City may allocate sewer funds for sewer extension projects with the objective of expanding the customer base, reducing environmental impacts of septic systems and generally expanding the sanitary system for future development. The City Council has the authority to set policies, ordinances, and zoning. The City may find it necessary from time to time to reevaluate their policies based on Pierce County and adjacent land use, policies and ordinances. It should be noted that some of the policies discussed in Chapter 12 are not currently adopted at this time. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 3-1 Chapter 3 Land Use and Service Area 3.1 Service Area Description The existing sewer service area for the City can be described as comprising three different service areas as summarized below: City of Puyallup. The City of Puyallup municipal boundaries comprise of 9,120 acres; there are 11,540 acres designated as the Urban Growth Area, or UGA. Approximately 6,550 acres within the City of Puyallup currently have sewer service. Wastewater is collected and treated at the Puyallup WWTP. The City both owns and maintains the conveyance and treatment portions of the system. Approximately 312 acres on the southern boundary of the City are designated as Puyallup’s “First Rights of Refusal” in accordance with a mutually accepted Pierce County Interlocal Agreement. This means Puyallup has responsibility to plan for sewer growth in the area but future sewer service could be provided by Pierce County, if practical. It should be noted that some service areas of the original 1996 Agreement were modified as part of this Plan. These modifications were approved by Pierce County Council on March 17, 2015. Pierce County. Pierce County and City of Puyallup have a “First Rights of Refusal Agreement” (see Appendix The agreement identifies areas at the southern corporate boundaries in the City of Puyallup that would logically flow to Pierce County. Thus, Pierce County is responsible for long-range planning and sewer service for certain areas within Puyallup’s UGA boundaries (See Figures 3.7 to 3.10). Conversely, parts of Pierce County are more logically served by Puyallup. Puyallup will assume long-range planning as part of this plan for these areas. See Appendix G for the March 17, 2015 modification to the Sewer Area Agreement. City of Edgewood. Edgewood borders Puyallup to the north. Previous comprehensive plans show Puyallup’s sewer service area extended into the southern portion of Edgewood. However, in 1995, Edgewood was incorporated into its own City. In June 2007, Edgewood published a revised General Sewer Plan. In that plan, Edgewood takes on the long-range planning responsibilities for the southern area of their city boundaries. The City of Puyallup’s northern sewer service area has been revised to the corporate boundary between Edgewood and Puyallup. This boundary amendment was also revised by Pierce County Council in March 2015. See Figure 3.1 for the area boundaries. 3.2 Surrounding Vicinity Characteristics 3.2.1 Sensitive Areas, Water Features and Topography The sensitive areas and water features within the sanitary sewer service area are shown on Figure 3.2. The extent of sensitive areas can impact the development in these regions. In some cases, the restrictions may cause parcels to be unbuildable. Other parcels could potentially be developed provided additional infrastructure or other measures are provided. The area encompasses a variety of topographic features. A majority of the study area lies in the Puyallup River Valley floor. This broad, low lying valley is approximately 30 to 50 feet above mean sea level. From toe to toe of the bluffs enclosing the valley, there is relatively little relief. The valley floor is fairly uniform with a constant gradient ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 3-2 The remainder of the study area is located on the slopes and plains of the upland terraces which border the south side of the river valley. These terraces lie south and west of the Puyallup River. The northern side of this terrace has a significantly more gradual slope than the other terraces. Here the rise to 400 feet covers a distance of 3/4 of a mile or more. On the east the rise is more abrupt, going to 500 feet within 1/4 mile. On this terrace the maximum elevations are approximately 600 feet. The upper portion of both terraces consists of an undulating plain with individual relief seldom being much over 100 feet. 3.2.2 Geology The retreat of glaciers at the end of the last ice age formed the rolling terrain characteristic of the City. Erosion and flooding of low lying areas during that period resulted in soil deposits of two primary classifications as identified by the United States Department of Agriculture, Soil Conservation Service. Figure 3.3 shows soils data as provided by Washington State DNR. Alluvium makes up the soil in the northern and lower elevated areas of the City. Alluvium is a deposit of clay, silt, sand and gravel typically left by flowing streams in a river valley or delta. Alluvium is also typically a very fertile soil. Glacial Till and Drift makes up the southern and higher elevated areas of the City. Till and Drift are extremely heterogeneous and are typically defined by gravel, sand, or clay, transported and deposited by a glacier or by glacial meltwater. 3.2.3 Water Resources The City of Puyallup’s primary sources of supply are Salmon Springs and Maplewood Springs. Salmon Springs is located in the City of Sumner northeast of the City of Puyallup and provides a constant gravity flow. This source supplies approximately half of the total supply for the City. Maplewood Springs is located in the southwestern portion of the City of Puyallup and requires pumping to the distribution system. This source supplies approximately 15 percent of the total supply for the City (See Figures 3.4 and 3.5). The City also currently has a total of five operational wells and an intertie with the City of Tacoma. The Tacoma intertie began operation in 1982. The agreement with Tacoma guarantees a supply of 2.0 million gallons per day (mgd) and has a provision for additional supply at a surcharge. In general, water is only pumped up through the system and is not fed back down into lower zones, so sources in Zones 1-4 can supply their own zones and any higher zones (See Figure 3.5). The municipal water system serves approximately 6,700 acres which includes the majority of the existing corporate limits of the City, 400 acres north of the City limits. Approximately 1,650 acres within the City limits are served by the Fruitland Mutual Water Company, approximately 170 acres within the City limits that are served by the Valley Water System and approximately 165 acres within the City limits are served by Tacoma Water (See Figure 3.4). ---PAGE BREAK--- 0 1 0.5 Miles City of Sumner City of Edgewood City of Bonney Lake City of Fife SR512 HWY E SR162 E SR512 HWY W SR410 HWY E SR410 HWY W SR167 HWY N SR167 HWY S RIVER RD E RIVER RD SR410 E N MERIDIAN MERIDIAN E S MERIDIAN SR161 Pierce County base data 2013 Data sources supplied may not reflect current or actual conditions. This map is a geographic representation based on information available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BHC Consultants LLC., assumes no responsibility for the validity of any information presented herein, nor any responsibility for the use or misuse of the data. MAP DATE: MAY 2015 Legend City Boundary Other City Boundaries Urban Growth Area Sanitary Sewer Service Area Puyallup First Right of Refusal P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 3.1 Municipal - 11x17.mxd COPYRIGHT © 2015 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED : Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington Figure Municipal Boundary 3.1 £ ¤ 2 1 5 £ ¤ 7 6 1 £ ¤ 0 1 4 £ ¤ 2 1 5 £ ¤ 2 6 1 ---PAGE BREAK--- BONNEY LAKE 57TH 104TH WOODLAND 128TH 27TH 74TH 12TH 83RD SOUTH TAPPS RHODES LAKE 122ND MILWAUKEE 15TH HOUSTON SR512 PIONEER 111TH PARKER 96TH 62ND KARSHNER 94TH 39TH MAIN STATE 72ND GRAHAM SILVER VALLEY MILITARY 30TH 88TH THOMPSON VICKERY VILLAGE ELM 80TH TACOMA RIDGE WEST 70TH 118TH BENSTON 91ST OLYMPIC 170TH 76TH STEWART TODD CHERRY PARK 103RD 132ND 9TH SUMNER-BUCKLEY 112TH OLD MILITARY 164TH 166TH ANGELINE HUNT 21ST 10TH WEST TAPPS 17TH 158TH BONNEY 171ST WILLOW VAN DYK 84TH 109TH 23RD 179TH 123RD HISTORIC MANORWOOD SUMNER 86TH 124TH HIGHLANDS 48TH 78TH 67TH RIDGE 6TH 97TH ZEHNDER MEADE-MCCUMBER 7TH 115TH 116TH SR410 FREEMAN 19TH 90TH 121ST PIPELINE PANORAMA 162ND CHEROKEE ANTHEM 68TH 125TH 163RD NORTH LEVEE BROOKMONTE TRIBUTE 63RD WASHINGTON EVERETT 53RD 25TH AMBER 180TH 26TH MAPLE 46TH ALDER 64TH 102ND WRIGHT TATOOSH SKY ISLAND RIVER DAFFODIL 117TH 81ST NORTH LEWIS FALLING WATER MEEKER 4TH 3RD SR161 40TH 52ND 119TH 100TH RADIANCE RODESCO 77TH MCELROY 11TH 183RD 138TH 20TH 49TH 85TH 36TH 114TH 93RD 31ST BINGHAM 107TH LEVEE SPRING 45TH 186TH RYAN 133RD GUPTIL MCCUTCHEON 65TH 126TH PUYALLUP 51ST RAINIER 56TH VOIGT CALDWELL GARY 120TH FRYAR VISTA 60TH MCGHEE 185TH 54TH 101ST 8TH 37TH KING 98TH 43RD ROSE 79TH 157TH 146TH 141ST 152ND 55TH 92ND 73RD 145TH 131ST 33RD 24TH STEELE 137TH 143RD 99TH MASON 29TH 34TH 159TH WEST HILL RAMP SR410 32ND 42ND DUNHILL ELHI RIM 38TH 69TH 173RD 87TH 28TH 35TH 89TH PEASE 59TH RAMP SR512 FAIRVIEW 106TH 153RD RAMP SR167 LOCUST CANYON FOREST GREEN SHAW TRAFFIC EDGEWOOD SUMNER HEIGHTS RIVERSIDE WALLER SR162 178TH SUMNER-TAPPS SR167 EAST VALLEY MERIDIAN 44TH 5TH FRUITLAND 140TH MYERS WEST VALLEY 82ND WOOD 18TH 108TH 176TH LAKERIDGE 22ND 136TH 2ND 41ST CHRISELLA 110TH MONTA VISTA 66TH 184TH RIVERGROVE 160TH 154TH 134TH 14TH FIRLAND 130TH 13TH 182ND 177TH 50TH 58TH LANE BOCK THORNHILL 175TH INTER 127TH 168TH 181ST 16TH 188TH BENTLEY 151ST 113TH 150TH 142ND 172ND 75TH VALLEY VIEW 174TH 61ST 47TH COLLEGE 105TH Legend Steep Slopes > 40% Flood 100 Year (A Zone) Flood 500 Year (X500 Zone) Water Bodies Wetlands Rivers or Streams City Boundary Urban Growth Area Sanitary Sewer Service Area Joint Service Area P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 3.2 Sensitive Areas 11x17.mxd 0 1 0.5 Miles Wetlands: City of Puyallup Pierce County base data 2013 Data sources supplied may not reflect current or actual conditions. This map is a geographic representation based on information available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BHC Consultants LLC., assumes no responsibility for the validity of any information presented herein, nor any responsibility for the use or misuse of the data. MAP DATE: NOVEMBER 2015 COPYRIGHT © 2015 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED : Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington Figure Sensitive Areas 3.2 ---PAGE BREAK--- Qa Qgt Qgd Qgt Qgd Qgt Qgd Qgt Qgd Qp Qgd Qgd Qvl(o) Qvl(e) Qgt Qgt Qgd Qgt Qp Qgt Qa Qvl(e) Qa Qp Qc(a) Qp Qgt Qgo Qp Qgp(s) Qc(p) Qgd Qc(p) Qgt Qgp(st) Qgo Qgo Qp Qp Qgt Qgt Qp Qgp(s) Qgp(s) Qgd Qgt Qgp(s) Qgt Qgt Qgt Qgo Soils Qa - alluvium Qc(a) - continental sedimentary depotsits or rocks Alderton Formation Qc(p) - continental sedimentary deposits or rocks Puyallup Formation Qgd - continental glacial drift, Fraser-age Qgo - continental glacial outwash, Fraser-age Qgp(s) - continental glacial drift, pre-Fraser Qgp(st) - continental glacial drift, pre-Fraser Qgt - continental glacial till, Fraser-age Qp - peat deposits Qvl(e) - lahars Qvl(o) - lahars P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 3.3 Soils 11x17.mxd Soils Data: Washington State Department of Natural Resources 2005 Legend City Boundary Urban Growth Area Sanitary Sewer Service Area Joint Service Area 0 1 0.5 Miles Soils Data: Washington State Department of Natural Resources 2005 Pierce County base data 2013 Data sources supplied may not reflect current or actual conditions. This map is a geographic representation based on information available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BHC Consultants LLC., assumes no responsibility for the validity of any information presented herein, nor any responsibility for the use or misuse of the data. MAP DATE: MAY 2015 COPYRIGHT © 2015 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED : Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington Figure Soils Map 3.3 ---PAGE BREAK--- P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 3.4 Water Svc Area & Adjacent Purveyors - 11x17.mxd 5/12/2015 ctolentino Image: Gray & Osborne, Inc. Data sources supplied may not reflect current or actual conditions. This map is a geographic representation based on information available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BHC Consultants LLC., assumes no responsibility for the validity of any information presented herein, nor any responsibility for the use or misuse of the data. MAP DATE: MAY 2015 COPYRIGHT © 2015 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED : Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington Figure Adjacent Purveyors 3.4 Water Service Area & ---PAGE BREAK--- P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 3.5 Major Water System Facilities - 11x17.mxd 5/12/2015 ctolentino Image: Gray & Osborne, Inc. Data sources supplied may not reflect current or actual conditions. This map is a geographic representation based on information available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BHC Consultants LLC., assumes no responsibility for the validity of any information presented herein, nor any responsibility for the use or misuse of the data. MAP DATE: MAY 2015 COPYRIGHT © 2015 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED : Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington Figure Major Water System Facilities 3.5 ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 3-8 Surface Water – The most prominent surface water feature in the service area is the Puyallup River, which originates on the southwestern slope of Mt. Rainier, at the base of the Tahoma and Puyallup Glaciers. The Puyallup River flows in a northwesterly direction through the agricultural lands and the urban areas of Orting, Sumner, and Puyallup. The river then discharges into Commencement Bay. Natural stream flow in the river is highest during early spring/summer due to snowmelt, with low flows occurring during the late summer months. Periods of high stream flow are also experienced during the winter and at other times of high precipitation, when bypassing of upstream flow control reservoirs occurs. Other surface water features in the service area are a small portion of the White River at its confluence with the Puyallup River, Clarks Creek and Wapato Creek, and Meeker Creek. These surface water features support cold water fisheries and provide opportunities for recreational water use. Groundwater – Groundwater is present at shallow depths throughout the valley area. The percolation of water down to impervious consolidated materials in the upland area results in springs discharging from the moraines or terraces. These flows then move horizontally along the top of an impervious layer to an outlet at the valley floor or wall. In general, the City’s wells in the valley floor are completed in a deep undifferentiated aquifer, while the upland wells are completed in the shallower Orting and Salmon Springs Drifts. 3.3 Land Use 3.3.1 Growth Management Act The State of Washington adopted the Growth Management Act with the intent of concentrating most new development and population gains within urban areas of the more populous and rapidly growing counties. These counties are required to define an urban growth boundary within which urban services like sewers are provided, and any new parcels created outside that boundary must be low density with sufficient acreage to support onsite sewage disposal systems conforming to State Health regulations. The entire service area is within the GMA boundaries of the City or the adjacent agencies for urban development. Consequently, the limitations on extending sewer service to unsewered areas is a non-issue. Zoning within the service area can be classified as commercial/industrial, low density multi- family, high density multi-family, single family, and undeveloped lands such as public right of ways, parks, and open space. These future land-use areas are depicted in Figure 3.6. Low density multi-family zoning allows a variety of low-density, multi-family housing including townhouses, multi-family structures and attached or detached homes on small lots. ---PAGE BREAK--- LOCUST AV E WEST TAPPS DR E 31ST AV SW EDGEWOOD DR E 74TH AV E 62ND ST E SR512 HWY E E PIONEER 122ND AV E 111TH AV E STATE ST 40TH ST E SILVER ST VALLEY AV E SUMNER-TAPPS HWY E 30TH AV SW RIDGE WEST DR E 118TH ST E SR162 E BENSTON DR E 170TH AV E MILITARY RD E TRAFFIC AV BOWMAN HILTON RD E S MERIDIAN 12TH AV SE 70TH ST E ELM ST E 104TH ST E MILWAUKEE AV E 130TH AV E SR512 HWY W WILLOW ST 17TH ST NW 82ND AV E ELM ST 171ST AV E 13TH AV NW 12TH AV SW 109TH ST E 43RD ST E MERIDIAN AV E 120TH AVCT E SHAW RD SE W MAIN SUMNER AV 83RD AV E CHERRY AV 46TH ST E 18TH ST NW 50TH ST E 6TH AV SW PARK ST E 64TH AV E 9TH ST SW 63RD AV E 39TH AV SE 176TH AV E 86TH AV E 31ST ST SE 136TH AV E 19TH AV SW 2ND ST SW 41ST AV E PANORAMA BLVD 80TH AV E 48TH ST E 94TH AV E 123RD ST E RHODES LAKE RD E WILDWOOD PARK DR 7TH ST SE 3RD ST SE 2ND ST SE 3RD ST SW 179TH AVCT E 66TH AV E 5TH ST SW MANORWOOD DR 7TH AV NW MONTA VISTA DR E 31ST AV SE 7TH ST NW WOOD AV 59TH AVCT E 154TH AVCT E WASHINGTON ST 53RD STCT E MAIN ST E RIVERSIDE DR E 23RD ST NW MAIN ST 120TH AV E 108TH AV E 26TH ST NW 102ND ST E 21ST ST SE RIVERGROVE DR 62ND AV E 15TH ST SE RIVER RD E 13TH ST SW 123RD STCT E FOREST GREEN BLVD 81ST AV E GRAHAM AV 9TH AV SE 3RD ST NW 5TH ST NE 7TH AV SW 2ND ST NW 94TH ST E W MEEKER 15TH AV SE 177TH AV E 9TH AV SW PARK ST 75TH AV E 15TH ST NW 102ND AV E 128TH ST E 2ND AV NW MAPLE ST 52ND ST E 14TH AV SE 122ND ST E 57TH ST E 7TH AV SE 18TH ST SE 100TH ST E 13TH ST SE W PIONEER SHAW RD E 10TH AV SE 17TH AV SW 14TH ST SW 34TH ST SE 11TH ST SW 124TH ST E 78TH AV E 4TH AV SW 184TH AV E 63RD AVCT E 162ND AV E CHRISELLA RD E 20TH AV SE EVERETT 86TH ST E 112TH ST E 48TH AV E W STEWART 44TH ST E 4TH ST SE HOUSTON RD E 90TH AV E 4TH AV NW 4TH ST SW N LEVEE RD 114TH AVCT E 178TH AV E SR410 E ALDER AV RYAN AV 3RD AV NW WOODLAND AV E 160TH AV E 65TH AV E FIRLAND DR 58TH AVCT E 5TH AV SW RIDGE DR SE 2ND AV NE INTER AV 77TH ST E 50TH AV E ANGELINE RD E 90TH ST E 5TH AV NW 27TH AV SE WRIGHT AV THOMPSON ST SOUTH TAPPS DR E MERIDIAN E PUYALLUP ST 7TH ST SW 36TH ST SE RAINIER ST PARK AV 72ND AV E 121ST ST E 19TH ST NW ACADEMY ST CALDWELL RD E 2ND ST NE 183RD AV E 3RD ST NE 4TH ST NE 45TH ST E FRYAR AV 22ND AV SE 130TH AVCT E 92ND AV E MEADE-MCCUMBER RD E 40TH AV E PARKER RD E 101ST ST E 10TH ST SE 8TH AV NW 72ND ST E 98TH AV E STEWART AV E 9TH AV NW 37TH AV SE 43RD ST SE LARKSPUR DR 43RD AV SE 120TH ST E 60TH ST E 96TH ST E TATOOSH RD E 126TH ST E BONNEY AV 15TH AV SW 16TH ST SW 84TH ST E RIVER RD 112TH ST 182ND AV E 20TH ST SE BONNEY LAKE BLVD VALLEY AV VOIGT ST WALLER RD E 51ST AV E SKY ISLAND DR E FREEMAN RD E 114TH AV E 18TH ST SW GARY ST 115TH ST E 188TH AV E 19TH AV SE 17TH ST SE E MAIN 133RD AV E 49TH ST E 33RD AV SE 168TH AV E W MAIN ST 70TH AV E 166TH AV E 4TH ST NW 127TH AV E N MERIDIAN 21ST ST NW 110TH AV E 53RD ST E SR167 HWY N 181ST AV E 74TH ST E TACOMA AV SR410 HWY W 34TH AV E 108TH AVCT E VICKERY AV E 12TH AV NW 5TH ST SE 59TH ST E 42ND ST E 67TH AV E 88TH AV E 9TH ST SE 78TH ST E 23RD AV NW 43RD STCT E 23RD AV SE 23RD AV 13TH AV SE BINGHAM AV E 76TH AV 41ST ST E 28TH AV SE 35TH AV SE 80TH ST E 64TH ST E 46TH AV E 36TH AV E PEASE 66TH ST E 41ST ST SE 39TH AV SW 59TH AV E 76TH ST E 43RD AV 16TH AV NW 58TH AV E ELHI RIM RD 56TH ST E 88TH ST E FRUITLAND AV E TODD RD E 64TH AVCT E WEST VALLEY HWY E BENTLEY RD E 75TH ST E VALLEY AV NE 116TH ST E FALLING WATER BLVD E MYERS RD E 57TH AV E LAKERIDGE DR E INTER AV NE WEST HILL DR E 134TH AV E EAST VALLEY HWY E 174TH AV E 44TH AV E 25TH ST SE 142ND AV E PIPELINE RD E NORTH LEVEE RD E 61ST AV E PIONEER WY E RAMP SR512 RPN1 E RAMP SR512 RPF1 E 185TH AV E 47TH AV E VALLEY AV NW TACOMA RD E RAMP SR167 RPF1 S FAIRVIEW DR 106TH ST E 153RD AV E RAMP SR167 RPN1 N 92ND ST E MCCUTCHEON RD E SR410 HWY E CANYON RD E COLLEGE WY SR167 HWY S Legend City Boundary Urban Growth Area Sanitary Sewer Service Area Puyallup First Right of Refusal POC - Pedestrian Oriented Commercial AOC - Auto Oriented Commercial LC - Limited Commercial MUC - Mixed Use Commercial LM/W - Light Manufacturing/Warehousing B/IP - Business/Industrial Parks MDR - Moderate Density Residential HDR - High Density Residential WHNP - West Hills Neighborhood Plan LDR - Low Density Residential RBR - Rural Buffer Residential PF - Public Facilities MED - Medical Facilities FAIR - Fair OS/PP - Open Space/Public Parks SR - State Roads WS - Waters of the State P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 3.6 Future Landuse 11x17.mxd £ ¤ 2 1 5 £ ¤ 7 6 1 £ ¤ 0 1 4 £ ¤ 2 6 1 0 1 0.5 Miles Land Use: City of Puyallup 2013 Pierce County base data 2013 Data sources supplied may not reflect current or actual conditions. This map is a geographic representation based on information available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BHC Consultants LLC., assumes no responsibility for the validity of any information presented herein, nor any responsibility for the use or misuse of the data. MAP DATE: JULY 2015 COPYRIGHT © 2015 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED : Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington Figure Future Land Use Map 3.6 ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 3-10 3.4 Relationships with Adjacent Sewerage Agencies Neighboring agencies such as the City of Edgewood and Pierce County provide sewer service adjacent to the City. Interlocal agreements between the City and these agencies are described below, as well as background information on both of the adjacent service providers. Copies of the referenced interlocal agreements are included in Appendix G. City of Edgewood: There is no known interlocal agreement between the Cities of Puyallup and Edgewood. The 2007 Edgewood GSP (Appendix L) includes a letter from former City of Puyallup City Manager James Bacon. The letter recognizes Edgewood’s phased General Sewer Plan allowing Edgewood to “move forward with constructing and operating the first leg of a new sanitary system prior to the formal amendment of service area boundaries”. Zone 3 of the Edgewood GSP is located within the City of Edgewood, but in the former Puyallup Service Area. This area is now planned for service by Lakehaven Utility District (LUD), consistent with the 2007 Edgewood GSP (see Figure 3.12). Pierce County: A 1996 “Settlement Agreement” exists between the City of Puyallup and Pierce County. The agreement illustrates “First Rights of Refusal” Areas in proximity to the City’s service area. County “first rights of refusal” areas are the responsibility of the County for long-range sewer planning. However, if property owners in the area are seeking connection, the County will determine whether the County has facilities within the vicinity to provide service. If they do not the County may defer to the City if the City can more practically provide service. A similar but opposite agreement exists for City “First Rights of Refusal” areas. The current “First Right of Refusal” Area boundary was mutually agreed with Pierce County during development of this plan (See Figure 3.11). The interlocal or settlement agreements for these areas are provided in Appendix G. To better understand the current contractual agreements with the neighboring sewer utilities, refer to graphical presentations on Figures 3.7 to 3.12. ---PAGE BREAK--- Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington Figure 0 2,400 1,200 Feet P P P ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " Puy- 23 Puy- 27 Puy- 34 Puy- 06 Puy- 37 SR167 HWY S SR1 6 7 H W Y N 4TH AV NW W STEWART TACOMA RD TODD RD NE 7TH ST NW WIL S O N DR W PIONEER 4TH ST NW W MAIN 17TH ST NW 13TH AV NW 56TH STCT E 43RD ST E M C E L R OY PL 50TH ST E 2ND ST NE 2ND AV NE E MAIN ANT H E M ST E 70TH AV E PION EER WY E 11TH ST NW FREEMAN RD E 41ST ST E 63R D AV E 40TH STCT E 48TH ST E 5TH AV NW 3RD ST NE 23RD ST NW N LEV E E RD E NO RTH LEVEE RD E 26T H ST NW RIVER RD E 12TH AV NW N MERIDIAN 27TH AVCT NW 6TH ST NW 4TH AV NE 2ND ST NW 5TH AV NE 3RD AV NW 15TH ST NW 2ND AV NW 52ND ST E 6TH AV NW VALLEY AV NW STEWART AV E 68TH AV E 49TH ST E VALLEY AV E N LEVEE RD 9TH AV NW 76TH AV E 16TH AV NW 56TH ST E 65TH AV E 8 5TH AV E 8TH AV NW 72ND ST E ROSE PL RIVER RD TODD RD NW SPRING ST 48TH STCT E 21ST ST NW 58TH AV E 44 T H STCT E 7TH AV NW 40TH ST E 44TH ST E 96TH AV E 29TH STPL NW 62ND AV E 16TH ST NW 86TH AV E SPENCER RD TODD RD E 69TH AVCT E 61ST AV E V A LLEY AV NE 45TH STCT E 57TH AV E TACOMA RD E 9TH ST NW DE CHAU X RD E 90TH AV E M ERIDIAN AV E 18TH ST NW 66 TH AV E 102ND AV E CHRISELL A RD E BENTLE Y RD E 22N D ST N W 56TH AV E 78TH AV E 6in CP 8in CP 8in CP 8in CP 6in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 6in CP 6in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 6in CP 6in VCP 12in CP 8in CP 8in PVC 12in CP 8in PVC 8in CP 8in CP 6in VCP 8in PVC 18in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in PVC 8in CP 8in CP 8in CP 8in PVC 8in VCP 8in PVC 8in CP 8in CP 12in CP 8in CP 8in CP 10in CP 8in PVC 8in CP 8in PVC 12in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in PVC 36in PE 8in CP 8in PVC 8in CP 8in CP 8in PVC 8in CP 8in CP 10in CP 10in CP 8in PVC 8in PVC 8in CP 8in PVC 8in CP 8in CP 8in PVC 8in PVC 8in DIP 8in CP 8in PVC 18in CP 8in VCP 8in PVC 8in CP 8in CP 8in PVC 8in CP 8in CP 8in DIP 8in PVC 8in CP 8in CP 8in PVC 24in CP 8in CP 36in CP 8in CP 8in AC 8in CP 8in CP 8in CP 8in CP 24in CP 8in CP 8in CP 8in PVC 6in XXX 8in CP 10in CP 8in PVC 6in CP 10in PVC 6in VCP 8in PVC 6in VCP 10in VCP 8in CP 8in CP 8in CP 8in CP 12in PVC 8in PVC 8in CP 8in CP 8in CP 10in PVC 8in PVC 8in CP 8in CP 36in CP 8in PVC 8in PVC 8in CP 8in PVC 24in RCP 6in PVC 8in VCP 8in CP 8in CP 8in VCP 6in VCP 6in CP 6in VCP 6in VCP 8in PVC 12in VCP 8in CP 24in CP 36in CP 15in RCP 15in RCP 15in CP 8in PVC 8in CP 8in VCP 8in CP 12in CP 12in VCP 10in VCP 8in CP 8in CP 8in CP 36in CP 24in CP 10in PVC 12in PVC 24in RCP 8in CP 8in PVC 36in CP 8in PVC 8in PVC 6in VCP 15in CP 8in PVC 8in PVC 8in CP 10in VCP 8in PVC 12in PVC 6in VCP 8in PVC 12in PVC 12in VCP 8in PVC 15in CP 15in RCP 12in VCP 8in CP 8in PVC 8in PVC 15in CP 8in CP 12in CP 15in CP 12in PVC 15in PVC 8in CP 8in CP 8in VCP 12in PVC 8in CP 15in CP 8in CP 6in XXX 10in PVC 15in PVC 15in RCP 15in CP 8in CP 15in RCP 15in CP 8in CP 8in PVC 8in PVC 18in RCP 8in CP 10in PVC 8in CP 8in PVC 8in CP 36in PVC 10in CP 8in CP 8in CP 8in CP 8in CP 8in CP 6in CP 18in RCP 8in CP 8in PVC 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 18in CP 8in CP 8in CP 24in CP 15in RCP 6in CP 24in CP 15in RCP 18in RCP 6in PVC 8in CP 8in CP 8in CP 8in CP 8in CP 8in VCP 8in CP 3 0 2 5 3 5 3 0 3 5 3 5 3 0 3 5 3 5 3 5 3 0 2 5 4 5 2 0 3 5 3 0 3 0 5 0 4 5 3 0 2 0 35 4 0 3 0 3 0 25 25 3 0 2 5 4 0 4 0 4 0 3 5 3 0 3 5 2 5 4 0 5 0 7 5 25 3 0 3 5 5 5 4 0 1 5 3 0 25 3 0 3 5 3 0 3 5 3 5 40 50 4 0 3 0 2 5 4 0 4 0 4 0 4 0 4 5 3 5 4 0 5 5 2 5 3 5 3 0 35 4 0 3 0 4 0 3 5 2 5 4 5 2 5 4 0 3 5 5 0 5 0 3 5 3 0 5 0 4 5 5 0 4 0 4 0 4 0 4 5 2 5 4 0 3 5 8 0 4 5 4 0 3 0 4 5 3 0 3 5 4 5 3 2 5 3 0 4 0 4 0 1 5 0 5 0 3 5 4 0 5 0 5 0 3 5 3 0 3 0 6 0 3 0 2 5 3 5 3 5 4 0 4 0 4 5 - 1 0 3 5 4 5 5 0 3 0 4 0 4 5 2 5 25 4 5 3 5 3 4 0 2 2 5 25 3 5 3 5 3 5 4 0 4 5 2 0 3 3 5 4 0 3 5 3 0 2 5 4 5 25 4 5 3 0 3 0 25 80 3 0 4 5 2 0 4 0 5 0 2 5 2 0 4 5 4 5 4 0 4 0 3 0 3 5 5 0 6 5 2 5 4 0 3 9 5 5 0 3 0 2 5 40 3 0 3 5 3 0 3 0 3 5 4 0 2 5 6 5 2 0 3 0 2 9 0 30 3 0 35 3 0 3 0 2 5 4 0 5 0 40 3 5 4 0 3 5 2 5 5 3 5 2 5 3 0 20 4 0 35 3 5 35 30 2 5 4 0 45 3 0 20 220 1 8 0 3 5 4 0 30 3 5 2 0 3 0 4 0 4 0 25 3 5 3 0 3 0 3 0 2 0 4 0 4 0 5 0 2 5 4 0 4 0 3 5 3 5 4 5 3 0 4 0 3 0 3 0 3 5 3 0 20 4 5 3 0 7 5 5 0 45 2 5 4 0 2 5 5 0 4 0 4 0 4 0 3 5 0 1 45 2 0 4 0 30 30 3 2 0 45 7 0 2 5 35 30 3 5 3 0 25 4 0 2 5 4 0 3 0 4 0 35 4 0 1 2 0 2 5 3 5 4 0 35 40 3 5 6 0 3 0 5 5 3 5 3 4 5 4 5 3 0 30 3 0 4 5 4 5 2 5 320 5 4 0 4 5 35 2 5 4 0 3 5 2 0 3 0 8 0 40 4 0 3 5 5 0 70 7 0 3 5 40 65 2 5 1 1 5 2 0 4 0 4 0 3 5 4 0 3 0 2 9 5 2 5 2 5 25 0 3 5 6 0 3 4 0 15 3 4 0 3 0 2 5 3 0 5 0 4 0 35 1 0 40 3 5 2 5 2 5 3 5 30 5 5 5 35 32 5 3 0 2 3 5 35 3 5 35 4 0 50 30 0 4 0 2 5 35 50 40 5 0 4 0 3 9 5 2 5 2 5 0 1 5 5 0 3 5 3 5 4 5 3 5 3 4 0 40 33 0 5 5 3 0 70 4 0 2 0 4 0 50 1 4 0 25 4 0 6 5 5 0 24 0 25 3 0 50 3 3 5 1 8 5 75 3 5 3 0 4 5 3 5 1 35 45 3 05 5 0 6 5 2 5 4 0 0 30 4 0 3 2 0 30 50 3 0 3 1 5 35 20 3 2 0 5 5 3 0 3 5 3 0 4 0 5 0 3 3 5 35 40 3 2 5 3 4 0 50 4 0 4 0 3 4 0 6 5 4 5 4 0 130 3 5 3 0 5 0 1 9 0 35 4 0 3 5 3 5 3 0 4 0 6 0 45 45 8 0 2 2 0 4 0 3 2 5 1 2 5 4 0 30 2 4 5 3 5 5 0 4 0 70 3 5 3 5 3 3 5 4 0 35 7 5 5 0 25 6 0 70 3 0 4 5 4 0 1 2 0 4 0 30 30 3 5 2 5 3 5 35 39 5 1 0 3 0 3 0 195 35 2 5 30 2 5 45 45 3 5 55 4 5 1 1 5 35 5 5 3 0 3 25 1 10 30 3 3 0 65 215 320 3 15 4 0 3 5 200 35 40 3 25 60 50 2 10 5 0 315 4 00 5 0 50 3 85 3 9 0 1 0 5 2 0 5 35 40 3 80 5 0 35 1 0 0 3 7 0 375 50 70 2 0 60 365 30 2 1 0 2 0 3 60 31 0 2 15 30 2 5 2 2 0 3 5 0 2 2 5 5 5 2 3 0 2 3 5 45 2 5 25 2 4 0 3 0 45 3 55 40 3 3 5 3 4 5 3 4 0 3 3 5 35 0 30 45 3 3 0 3 25 4 0 45 3 5 2 0 4 5 55 25 4 5 30 5 0 45 32 0 3 5 2 0 1 5 5 0 4 5 3 1 5 3 1 0 40 34 5 45 30 0 3 05 20 295 3 3 0 285 2 9 0 2 8 0 25 1 5 35 3 20 4 0 2 5 4 0 3 5 4 0 2 7 5 2 7 0 40 2 65 20 260 4 0 35 50 2 5 5 20 3 25 40 240 3 5 30 23 5 3 1 5 3 1 0 265 26 0 245 2 30 250 2 5 5 2 7 0 2 5 0 2 75 3 1 5 22 5 2 1 0 2 1 5 28 0 22 0 3 0 1 5 2 8 5 15 2 0 25 40 2 9 0 2 9 5 175 2 4 5 18 0 185 17 0 165 25 5 1 90 1 6 0 2 60 3 00 1 95 250 26 5 2 0 0 205 1 5 5 27 5 280 285 2 9 0 295 270 3 0 0 305 1 50 2 4 5 120 115 3 0 5 25 1 2 5 30 130 3 10 135 40 1 5 14 0 145 3 0 9 5 1 0 0 1 05 1 1 0 90 30 35 85 8 0 4 5 25 2 5 75 30 45 70 35 4 0 35 40 25 2 15 21 0 205 2 00 195 1 9 0 185 1 80 2 3 0 1 75 3 5 17 0 2 25 16 5 2 4 0 5 5 60 16 0 22 0 155 150 1 45 2 3 5 1 4 0 1 0 0 65 10 5 135 30 2 5 120 11 5 130 40 12 5 11 0 4 5 40 80 25 3 0 65 6 0 5 0 55 70 75 30 9 0 9 5 85 30 35 2 5 5 0 20 35 3 5 50 20 4 0 4 0 45 45 3 0 25 40 25 30 30 35 2in PE 2in PE 6in DIP 10in DIP 2in PVC 6in DIP 8in PE 6in DIP 24in PE 12in DIP 24in DIP 4 5 27 29 32 38 Sewer System & Mini-Basins: City of Puyallup 2013 Pierce County base data 2013 Data sources supplied may not reflect current or actual conditions. This map is a geographic representation based on information available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BHC Consultants LLC., assumes no responsibility for the validity of any information presented herein, nor any responsibility for the use or misuse of the data. MAP DATE: JULY 2015 P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 3.7 Puy & PC NW Agreement Areas - 11x17.mxd 7/22/2015 ctolentino COPYRIGHT © 2015 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED : Puyallup/Pierce County 3.7 *5ft Contours extracted from LIDAR data. Source: Puget Sound LIDAR Consortium. **Unserviceable Areas: Layer represented by slopes at greater than 40%. Source: City of Puyallup 2013 01 10 11 12 13 14 15 16 17 18 19 02 20 21 22 23 24 25 26 27 28 29 03 31 32 33 34 35 36 04 05 06 07 08 09 37 30 Vicinity Map : Existing Sewer System " Pump Station Manhole " " Clean Out Meter Forcemain 2" 6" 8" 10" 12" 15" 18" 20" 21" 24" 36" 48" Unknown/Other MASCA Line (Abandoned) Base Layers City Boundary Urban Growth Area Sanitary Sewer Service Area Puyallup First Right of Refusal Parcels with Septic Systems Unservicable Areas** Outside Puyallup UGA (Pierce County) to Puyallup Puyallup UGA to Pierce County Future Sewer System P Pump Station Manhole ^ Grinder Pumps+ Forcemain Sewer Line Base Layers Mini-Basins Parcels 5ft Contours* Sewered Parcels Unsewered Parcels +Parcels likely require grinder pumps for sewer service. Northwest Agreement Areas ---PAGE BREAK--- 0 2,400 1,200 Feet P P P P P P " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " Puy- 10 Puy- 15 Puy- 16 Puy- 17 Puy- 18 Puy- 20 Puy- 24 Puy- 25 Puy- 26 Puy- 35 74TH AV E 83RD AV E 122ND ST E 111TH AV E 94TH AV E 39TH AV SE 78TH AV E 30TH AV SW 118TH ST E WOODLAND AV E 100TH ST E 112TH ST E 80TH AV E 31ST AV SW 13TH ST SW 72ND AV E 123RD ST E W I LD WOOD P A R K DR FRUITLAND AV E 86TH AV E 5TH ST SW SR512 HWY E R AI N IE R BL V D S MERIDIAN 20TH ST SW 43RD AV SW 39TH AV SW 43RD AV SE 116TH ST E 89TH A V E 121ST ST E 106TH ST E 9TH ST SW 125 T H S TCT E 11 2 T H AV E 31ST AV SE 73RD AV E MERIDIAN E 124TH ST E 104TH ST E 23RD AV SE 96TH ST E 102ND ST E 21ST AV S W 123RD STCT E 81ST AV E 5TH ST SE 100TH AVCT E SR161 92ND AV E 98TH AV E 117TH S TC T E 126TH ST E 87TH AVCT E 4 3RD AV 23RD AV SW 1 4T H ST PL S W 47TH AV 108TH AVCT E 3 7 T H A V SE 93RD AV E 101ST AV E SR512 HWY W 119TH ST E 105TH AVCT E 7TH ST SW 109TH AVCT E 67TH AVCT E 9TH ST SE 120TH ST E 88TH AV E 1 1 9TH STCT E 2 8TH AV SE 35TH AV SE 89TH AVCT E 10TH ST SE RAM P S R512 RPF1 W RAM P SR 512 RPN1 W RAMP SR512 RP F1 E 110TH AV E PAR K W O O D BLVD 6 T H ST SE 7TH ST SE 21ST ST SW 17TH ST SW 75TH AV E 114 TH AV E 10 7 TH AVCT E 23RD ST SW PIPELINE RD E 106TH AVCT E 3RD ST SE S R512 C I O N W C O L L EG E W Y RAMP SR 5 12 RPN1 E 8in CP 8in AC 8in DIP 8in CP 8in CP 8in AC 8in DIP 8in DIP 8in CP 8in PVC 8in PVC 8in PVC 8in PVC 8in CP 8in PVC 8in CP 8in PVC 8in PVC 8in PVC 8in DIP 8in PVC 8in PVC 8in PVC 8in PVC 8in CP 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in CP 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 12in DIP 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 12in DIP 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 18in PVC 8in PVC 8in PVC 12in PVC 8in PVC 8in PVC 8in PVC 8in PVC 12in PVC 18in PVC 8in PVC 15in PVC 12in DIP 8in PVC 12in PVC 15in PVC 12in AC 8in PVC 8in PVC 15in PVC 12in PVC 8in PVC 15in PVC 10in CP 15in PVC 8in PVC 8in PVC 8in PVC 20in PVC 15in PVC 8in PVC 8in PVC 12in PVC 8in PVC 18in PVC 8in PVC 10in PVC 18in PVC 8in PVC 12in PVC 8in PVC 8in PVC 8in PVC 8in PVC 12in PVC 18in PVC 8in PVC 8in PVC 8in PVC 12in PVC 8in PVC 8in PVC 12in PVC 12in PVC 8in PVC 15in PVC 8in PVC 12in PVC 12in PVC 8in DIP 12in PVC 8in PVC 8in PVC 18in PVC 12in PVC 8in PVC 8in PVC 12in PVC 8in PVC 10in PVC 8in PVC 8in PVC 18in PVC 18in PVC 12in PVC 8in PVC 8in PVC 18in PVC 18in PVC 18in PVC 12in PVC 8in PVC 8in PVC 18in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in CP 8in PVC 18in PVC 8in PVC 6in CP 555 4 25 39 5 4 35 4 4 0 4 5 0 37 0 4 5 5 4 1 5 4 5 5 3 4 0 3 8 5 4 4 5 2 9 0 3 7 0 2 7 0 4 1 5 2 6 0 3 8 5 5 6 0 2 1 5 4 1 5 4 4 0 4 4 0 4 3 5 4 1 0 4 7 5 3 3 0 3 5 5 3 6 5 4 9 5 5 3 5 4 3 5 4 2 5 5 0 0 4 2 0 4 6 5 4 4 0 3 2 0 3 7 0 5 1 5 3 6 5 4 3 0 3 2 5 3 7 0 4 2 5 4 8 0 4 5 5 4 1 5 5 1 0 4 2 0 430 3 5 0 4 3 5 4 2 5 4 40 4 7 5 1 5 5 4 4 5 4 8 5 3 7 0 2 4 5 4 5 5 3 5 5 4 3 5 3 60 1 7 0 3 5 5 3 6 0 4 6 5 4 4 0 4 3 5 4 4 5 4 2 5 4 5 0 4 1 5 3 6 5 3 5 0 3 3 0 4 5 5 445 5 1 5 3 6 0 4 4 5 4 4 5 4 0 0 4 5 0 4 4 0 3 5 5 4 6 0 4 2 0 4 5 5 4 5 5 4 4 5 2 7 0 3 5 5 3 6 0 4 2 0 4 35 3 8 0 4 6 5 4 0 5 4 4 5 2 5 5 3 6 0 4 35 4 4 5 4 6 0 5 5 5 43 0 3 8 0 4 1 5 3 8 0 460 49 5 4 4 0 44 5 4 4 5 2 3 0 420 4 5 0 4 7 5 4 2 0 5 7 0 3 7 0 4 4 5 41 0 4 4 0 4 3 5 36 0 4 4 0 4 3 0 5 2 0 3 4 0 35 5 4 7 5 4 95 41 0 4 6 0 4 2 0 3 9 5 4 05 4 7 5 3 5 5 4 3 5 40 0 3 95 4 5 0 5 1 5 4 5 0 52 0 4 2 0 36 0 4 1 5 42 0 17 0 165 41 0 25 0 4 3 0 4 65 3 8 5 4 3 5 4 3 5 5 3 5 340 5 20 4 5 0 4 2 0 31 0 3 6 5 4 6 0 4 9 5 4 3 5 5 1 5 4 6 0 3 4 0 47 0 4 4 5 3 80 3 4 0 4 2 0 3 60 3 5 5 3 4 0 4 9 0 3 8 5 4 8 0 3 65 37 5 4 9 0 53 0 5 7 5 31 5 4 6 5 380 3 3 5 3 0 5 2 45 4 1 5 4 2 0 4 2 0 2 4 0 4 5 5 5 1 5 4 4 0 4 3 0 5 9 0 505 4 1 0 3 3 5 3 1 0 3 5 5 3 1 5 1 6 5 4 6 5 165 380 3 0 5 4 1 0 215 4 2 0 33 0 3 6 5 525 440 43 5 3 7 5 1 7 0 3 5 5 1 7 5 43 0 3 75 4 1 5 2 6 5 4 6 0 4 5 0 48 0 4 4 5 5 0 5 3 1 5 41 5 4 5 5 4 70 1 70 4 3 5 3 60 3 1 0 4 2 5 500 5 35 4 1 5 45 0 5 65 3 7 0 4 45 4 4 5 38 0 40 5 4 95 4 9 5 440 4 0 5 1 4 0 2 20 4 3 0 5 0 5 4 7 0 355 4 6 0 3 7 5 485 4 4 0 4 6 5 3 4 0 3 4 5 4 4 0 5 1 0 1 9 5 1 7 5 4 25 4 3 0 3 6 5 3 7 0 16 0 4 6 5 175 4 4 5 4 6 0 4 10 3 6 0 47 5 565 370 3 2 5 32 0 4 4 0 4 4 5 4 4 5 4 8 0 4 3 5 4 7 0 5 2 0 3 3 5 4 40 580 4 6 5 47 0 445 1 4 5 480 3 6 0 38 0 3 4 5 3 60 3 9 0 4 1 5 4 4 0 2 3 0 46 5 5 5 0 4 2 5 4 4 0 430 350 4 2 5 3 3 5 3 6 5 3 3 5 4 60 49 0 4 20 440 5 10 380 4 6 0 410 2 3 5 26 5 3 3 5 35 0 4 2 0 4 2 0 4 5 5 4 20 41 5 490 2 4 0 56 0 4 7 0 345 1 8 0 365 4 5 5 3 3 0 4 5 0 370 5 7 0 3 4 5 4 2 5 41 5 4 3 0 4 3 0 2 4 5 3 85 3 9 5 3 5 0 5 45 465 4 50 4 5 5 4 6 5 425 3 7 0 5 0 5 2 5 0 5 2 5 365 4 4 0 4 9 5 5 8 5 4 8 5 340 4 1 0 4 2 0 4 2 5 3 05 395 420 4 3 0 1 5 5 4 7 0 4 5 0 38 0 4 60 3 60 1 8 5 4 65 1 8 5 4 7 0 3 35 5 55 2 5 5 360 365 1 7 5 3 4 0 5 4 0 1 7 0 3 5 0 26 0 4 7 0 2 3 0 16 0 4 20 4 3 0 46 5 4 5 5 3 5 0 2 6 5 4 40 3 5 5 4 2 5 165 2 35 3 10 460 165 35 5 2 7 0 43 0 440 3 50 48 5 365 395 5 3 5 455 3 85 4 55 3 7 5 1 9 0 4 1 5 4 6 5 3 4 5 3 2 5 480 4 7 5 4 0 0 35 0 4 35 1 70 4 3 0 44 5 5 5 0 3 65 3 4 5 1 70 3 4 5 2 7 5 3 3 0 3 4 5 3 1 5 4 25 3 4 0 4 75 44 5 4 10 2 8 5 3 7 0 4 55 42 5 1 7 5 1 8 0 1 7 5 465 4 6 0 44 0 42 5 3 9 0 5 4 5 415 28 0 3 5 5 4 5 0 445 1 9 0 4 2 5 3 2 0 3 5 5 42 0 1 8 0 4 35 4 8 0 5 45 3 5 5 4 5 5 42 0 350 385 54 0 4 6 0 3 3 5 420 44 5 4 2 5 440 1 8 5 3 3 5 1 95 365 37 5 4 6 5 4 05 415 4 2 5 3 5 0 360 3 80 37 5 4 6 0 1 8 5 445 2 9 0 43 0 450 435 3 2 5 420 3 55 5 20 4 6 5 455 44 0 1 90 415 4 5 0 4 7 0 39 0 1 9 0 385 4 40 505 4 4 5 1 95 2 9 5 36 0 2 0 0 450 2 00 350 3 7 0 5 0 0 3 0 0 4 3 0 4 7 0 340 4 20 345 420 41 5 435 46 0 330 445 4 1 5 4 2 5 3 3 5 535 4 4 0 435 455 4 6 5 3 7 5 3 3 5 46 0 3 0 5 365 395 4 8 0 3 6 0 4 2 0 3 4 0 4 7 0 5 6 5 375 3 45 440 435 4 55 4 1 0 4 6 0 41 5 4 35 370 3 45 4 2 5 360 385 540 57 0 4 25 4 3 0 4 3 0 37 0 3 6 5 3 5 0 4 5 0 435 415 1 95 350 465 350 355 4 8 0 3 4 0 46 0 3 5 5 3 6 0 4 2 0 4 6 0 4 4 5 4 3 0 2 0 5 3 6 0 4 1 0 4 2 0 4 9 0 45 5 2 0 0 21 0 4 1 0 4 2 5 37 5 4 6 5 38 0 465 4 2 5 4 2 0 42 5 37 0 43 5 1 8 0 21 5 43 0 4 25 355 205 445 4 3 0 21 0 45 0 3 4 5 420 43 0 1 8 5 3 9 0 21 5 445 19 5 1 9 0 2 25 365 2 00 4 8 5 230 3 6 5 3 8 5 360 2 20 375 2 05 2 3 5 3 70 4 6 5 5 1 5 2 1 5 5 5 0 2 10 4 10 4 7 5 5 60 245 475 3 7 0 440 5 4 5 380 250 2 4 0 4 0 0 420 39 5 4 1 5 3 5 0 405 4 15 255 4 10 5 10 44 5 5 4 0 3 90 260 3 8 5 420 465 38 0 430 45 0 43 0 3 75 46 0 4 35 37 0 275 4 4 0 4 65 2 8 0 270 285 2 9 0 2 6 5 3 65 3 0 0 235 29 5 2 2 0 36 5 4 35 23 0 3 05 24 0 2 2 5 2 45 365 410 5 15 31 0 25 0 4 6 0 3 1 5 3 5 5 2 5 5 26 0 51 0 2 65 2 7 0 2 8 0 2 85 4 6 0 27 5 325 4 55 33 5 290 4 5 0 295 3 6 0 3 0 0 340 320 365 3 0 5 33 0 3 4 5 34 5 440 3 55 3 1 5 31 0 3 2 0 3 50 350 50 5 3 4 0 325 46 0 360 3 35 4 4 5 3 30 3 9 5 50 0 385 3 9 0 360 4 4 0 410 4 65 40 0 4 3 5 370 39 0 4 7 0 4 05 365 395 375 385 370 3 5 5 4 0 0 410 380 41 5 4 2 0 40 5 445 440 4 50 425 375 380 430 4 3 0 425 4 55 420 4 3 5 415 2in PVC 4in DIP 6in XXX 8in PE 4in PE 4in PE 6 8 10 18 20 Sewer System & Mini-Basins: City of Puyallup 2013 Pierce County base data 2013 Data sources supplied may not reflect current or actual conditions. This map is a geographic representation based on information available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BHC Consultants LLC., assumes no responsibility for the validity of any information presented herein, nor any responsibility for the use or misuse of the data. MAP DATE: JULY 2015 P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 3.8 Puy & PC SW Agreement Areas - 11x17.mxd 7/23/2015 ctolentino COPYRIGHT © 2015 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED : *5ft Contours extracted from LIDAR data. Source: Puget Sound LIDAR Consortium. **Unserviceable Areas: Layer represented by slopes at greater than 40%. Source: City of Puyallup 2013 01 10 11 12 13 14 15 16 17 18 19 02 20 21 22 23 24 25 26 27 28 29 03 31 32 33 34 35 36 04 05 06 07 08 09 37 30 Vicinity Map : Existing Sewer System " Pump Station Manhole " " Clean Out Meter Forcemain 2" 6" 8" 10" 12" 15" 18" 20" 21" 24" 36" 48" Unknown/Other MASCA Line (Abandoned) Base Layers City Boundary Urban Growth Area Sanitary Sewer Service Area Puyallup First Right of Refusal Parcels with Septic Systems Unservicable Areas** Outside Puyallup UGA (Pierce County) to Puyallup Puyallup UGA to Pierce County Future Sewer System P Pump Station Manhole ^ Grinder Pumps+ Forcemain Sewer Line Base Layers Mini-Basins Parcels Abandoned 5ft Contours* Sewered Parcels Unsewered Parcels +Parcels likely require grinder pumps for sewer service. Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington Figure Puyallup/Pierce County 3.8 Southwest Agreement Areas ---PAGE BREAK--- 0 2,000 1,000 Feet P P " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " Puy- 01 Puy- 10 Puy- 11 Puy- 12 Puy- 18 Puy- 02 Puy- 20 Puy- 28 Puy- 29 Puy- 04 SHAW RD E 27TH AV SE 18TH ST SE 122ND ST E 26TH ST SE MI L I T ARY RD E 111TH AV E SR162 E 39TH AV SE 118TH S T E SHAW RD 112TH ST E 1 30TH AV E 125TH A V E MAN ORWOOD DR 33RD AV SE 13 2 ND A V E RAI NIE R BLVD 37TH A V S E 122ND AVCT E 133RD AV E 43RD AV SE 116TH ST E 115TH ST E 5TH ST SE 38TH A V S E 134TH AV C T E TAT OOSH R D E 1 2 5TH ST E 134TH AV E 126TH AVCT E 106 TH ST E R ODESC O D R 31ST AV SE 1 1 6 T H S TCT E 3 6 T H PL S E 1 2 4 T H STC T E 117TH AV E 2 4T H ST S E 111TH STCT E 109TH AV C T E 119TH ST E 121ST ST E 1 2 0TH AVCT E 35TH A V SE RODESCO CT 25TH ST SE 24TH AV SE 123RD ST E 124TH ST E 123RD STCT E 38TH ST SE 34TH ST SE 10TH ST SE 41ST ST SE 43RD ST SE FO R EST G RE E N B L VD 110TH AV E P A R K W O O D BLVD WILDWO OD PARK DR 1 32 ND A VCT E 140TH AV E 120TH AV E 6 T H ST SE 21 S T STPL SE 31ST S T SE 136TH AV E 7TH ST SE SHAWNEE RD E 25TH AV S E 22ND S T S E LARKSPUR DR 130 TH AVCT E 30 T H A V S E 20TH ST SE 30TH ST SE 27 TH ST SE THO RNHILL RD 114 TH AV E 21ST ST SE 120T H ST E 107TH AVCT E 26 T H A V SE RA M P A R T DR E 2 8TH PL S E 113T H ST C T E 106TH AVCT E 9TH STPL SE 40TH ST SE 1 2 2 N D A V E 36TH ST SE COLLEGE WY 8in CP 8in AC 8in CP 8 i n A C 8in CP 8 i n A C 8in AC 8in AC 8in CP 8in AC 8in PVC 8in PVC 15in CP 8in PVC 8in PVC 8in PVC 8in PVC 15in CP 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in AC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8 i n A C 8in PVC 8in PVC 8in PVC 8in AC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 15in CP 8in PVC 8in AC 15in PVC 8in PVC 12in PVC 8in PVC 8in PVC 8in PVC 10in PVC 8in PVC 8in PVC 18in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 12in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 12in PVC 12in PVC 12in PVC 10in CP 8in A C 8in PVC 10in PVC 15in PVC 15in PVC 8in PVC 10in PVC 8in PVC 12in PVC 8in PVC 8in AC 8in PVC 8in CP 8in PVC 8in PVC 8in PVC 8in PVC 8 i n A C 8in PVC 12in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 10in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in CP 8in PVC 12in PVC 8in PVC 8in PVC 8in PVC 12in PVC 15in PVC 12in PVC 8in PVC 8in PVC 8in PVC 18in PVC 8in PVC 8in PVC 8in PVC 8in AC 8in PVC 8in PVC 8in CP 8in PVC 8in PVC 8in PVC 8in CP 8in PVC 8in PVC 8in CP 8in PVC 10in CP 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in CP 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in AC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 18in PVC 8in PVC 12in PVC 8in PVC 8in PVC 8in PVC 8in AC 8in PVC 8in AC 8in PVC 18in PVC 8in PVC 8in PVC 8in PVC 10in CP 10in PVC 8in PVC 8in PVC 18in PVC 8in PVC 12in PVC 8in PVC 18in PVC 8in PVC 18in PVC 8in PVC 8in CP 8in PVC 18in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 18in PVC 8in A C 8in PVC 8in A C 8in PVC 1 1 5 4 1 5 4 1 0 4 30 445 5 1 0 47 0 4 9 0 4 8 0 4 5 0 5 0 5 50 5 1 2 0 3 8 5 50 5 4 7 5 5 0 5 5 1 5 4 8 5 46 5 5 3 5 5 0 5 5 2 0 5 1 5 5 1 0 5 2 0 4 6 5 5 1 5 5 0 5 4 5 0 5 3 5 5 1 0 4 2 0 4 1 5 4 1 5 4 2 5 53 0 4 4 5 4 2 0 4 6 5 5 35 4 6 0 4 0 5 4 7 0 5 5 5 4 7 0 5 3 5 4 1 0 4 5 5 51 0 4 5 5 5 4 5 4 2 0 4 0 5 1 1 5 4 9 5 1 2 0 5 1 0 5 3 0 50 5 41 5 4 9 0 5 0 5 5 2 5 52 0 4 6 5 5 15 5 2 0 4 9 5 5 3 5 4 1 5 5 1 5 1 2 0 4 6 5 4 8 0 4 7 5 5 0 0 4 1 0 4 7 5 4 9 0 4 95 5 1 5 5 3 5 5 2 0 4 45 4 2 5 5 0 0 1 1 0 5 1 5 5 1 5 4 5 0 42 0 5 2 0 4 3 0 49 0 5 1 0 48 0 5 0 0 5 2 0 4 8 0 5 1 0 4 9 5 3 8 0 1 1 5 5 1 5 44 5 5 3 0 4 2 5 4 7 5 1 2 0 4 4 5 4 6 0 5 2 5 4 7 0 5 30 510 5 10 4 5 5 4 0 5 5 1 5 5 1 5 4 9 0 4 9 0 5 0 0 5 5 5 5 3 0 5 1 0 5 7 0 5 4 0 4 8 0 5 5 0 4 5 5 4 4 5 385 46 5 5 1 5 4 2 5 5 30 5 1 5 5 2 5 5 3 0 4 6 0 47 5 4 3 0 5 5 5 5 3 0 4 9 5 5 1 5 5 7 0 5 4 0 52 5 4 6 5 5 2 5 1 1 5 4 4 0 5 0 0 4 7 0 4 6 5 4 3 0 5 5 5 4 7 5 4 7 0 4 0 0 5 3 0 4 6 5 45 0 52 0 4 5 0 4 4 5 4 5 0 5 3 0 5 1 5 5 4 0 4 9 5 5 3 0 4 2 0 4 2 0 53 0 5 35 4 6 0 4 3 5 5 0 5 33 0 5 3 5 4 25 5 20 52 5 4 2 0 4 3 0 5 25 5 2 0 4 9 5 4 5 0 5 20 4 8 0 5 0 5 4 7 0 5 20 520 4 9 0 4 6 0 4 4 5 4 8 0 5 3 5 5 1 5 1 2 0 4 9 0 5 5 5 40 5 4 05 5 1 5 46 5 4 7 0 3 7 5 4 6 5 52 5 5 15 1 15 5 0 0 4 3 5 4 3 5 5 35 5 00 5 2 0 4 7 0 41 0 4 0 0 5 0 5 4 5 5 5 3 0 5 15 4 4 0 49 0 5 15 5 15 4 7 5 5 2 5 5 9 0 5 0 5 4 6 0 33 5 4 75 1 1 5 4 60 11 5 54 0 4 0 5 4 5 0 53 5 4 5 0 5 3 0 4 5 0 5 2 0 1 0 5 480 53 5 3 4 5 4 80 4 7 0 5 0 5 3 2 5 4 8 5 5 80 35 0 52 0 47 0 4 60 4 9 0 5 2 5 34 0 5 65 1 1 5 4 4 5 5 1 0 5 1 0 52 5 1 1 5 4 9 5 4 9 5 5 3 5 5 2 0 5 5 0 5 1 0 5 0 5 5 10 4 90 4 70 5 0 5 5 0 5 4 8 5 5 2 0 5 1 5 5 1 0 5 5 0 5 1 5 47 5 4 45 4 1 5 4 80 530 5 6 5 52 0 4 7 5 5 6 5 5 05 46 5 35 5 5 2 0 4 8 5 4 7 5 4 1 5 44 0 110 480 4 8 0 1 0 5 4 7 0 5 20 5 6 0 415 5 1 5 5 3 5 5 3 0 4 6 5 4 7 0 5 0 5 4 9 5 4 7 5 4 8 0 5 2 5 4 6 5 5 65 4 9 0 42 5 5 20 5 2 5 4 8 0 4 0 5 465 5 5 0 4 0 5 3 6 0 11 0 5 1 5 410 5 4 0 4 6 0 4 9 0 4 8 0 11 5 5 4 5 5 0 5 510 3 9 5 3 6 5 4 6 0 5 15 45 5 575 5 1 5 5 2 5 4 10 5 3 5 4 4 5 560 4 5 0 52 0 5 3 5 4 5 5 51 5 4 1 0 5 7 0 57 5 3 9 0 425 520 5 6 5 5 4 5 52 5 5 1 5 450 520 11 0 115 44 0 54 5 4 6 5 540 5 2 0 5 2 0 5 05 4 60 5 2 5 46 5 4 40 435 49 5 58 5 37 0 4 0 5 4 2 5 435 47 0 50 5 5 0 0 570 4 65 4 1 5 430 5 55 330 540 455 5 15 450 535 3 75 4 5 5 4 8 0 5 1 0 5 00 4 5 5 5 5 0 4 5 5 5 4 0 5 1 0 5 3 0 505 54 0 5 2 5 5 7 0 4 5 0 4 2 0 4 6 0 53 0 115 535 4 9 5 4 8 0 4 7 5 5 0 5 3 9 0 485 455 4 6 0 47 5 4 4 5 4 90 525 5 5 0 520 380 51 5 45 0 5 2 0 4 25 5 3 5 445 33 5 4 1 5 3 85 5 1 5 4 2 5 5 2 0 5 3 0 4 8 0 5 6 5 57 5 4 2 5 5 4 5 5 7 0 4 2 0 5 00 4 6 5 4 9 5 5 45 4 8 0 42 0 46 0 4 7 0 34 0 4 8 0 4 9 0 5 4 0 5 5 0 53 0 56 5 41 0 5 4 5 3 50 39 0 4 2 5 4 1 5 44 5 5 1 0 4 3 5 345 5 6 0 4 1 5 4 8 5 5 2 5 5 35 51 5 5 3 0 5 20 4 1 0 5 7 0 5 2 0 5 1 0 4 40 50 5 440 5 20 5 0 5 5 2 0 4 7 0 115 3 95 3 55 45 5 415 5 0 0 405 4 7 0 5 0 5 54 5 3 9 5 360 53 5 540 5 4 5 4 35 50 0 5 6 0 525 47 0 365 430 4 0 0 4 4 0 4 9 5 4 8 5 51 0 51 5 505 4 9 0 4 0 0 4 6 5 5 40 425 450 37 0 375 40 5 510 515 43 5 95 520 4 9 0 4 4 0 485 56 5 580 525 4 3 0 480 11 5 4 2 0 4 9 0 5 2 5 5 1 5 5 60 415 380 4 0 5 4 95 385 565 1 0 0 495 390 4 0 0 520 43 0 5 10 3 9 5 500 55 0 5 3 0 55 0 5 5 5 4 8 5 5 5 5 5 1 5 5 7 5 51 5 5 60 515 535 545 54 5 530 4 0 5 5 3 5 120 57 0 4 2 0 46 0 43 0 5 1 0 540 5 5 5 42 5 4 3 0 565 5 5 0 5 2 5 10 5 43 0 4 1 0 115 545 5 3 0 5 3 5 560 4 1 5 555 11 0 5 4 0 55 0 405 5 4 5 4 3 0 5 40 4 5 5 4 60 140 1 3 5 1 4 5 465 1 50 1 3 0 1 55 1 60 1 6 5 1 7 0 175 1 25 1 8 0 41 0 18 5 1 9 0 19 5 2 0 0 4 25 2 0 5 2 10 2 1 5 5 2 5 2 2 0 2 2 5 2 30 2 3 5 24 0 2 4 5 2 5 0 2 5 5 2 6 0 2 6 5 4 7 0 27 0 2 7 5 31 5 3 1 0 2 80 3 05 35 5 35 0 3 70 3 60 3 4 5 3 0 0 3 2 0 3 4 0 2 8 5 3 6 5 29 5 290 3 3 5 3 25 33 0 375 54 0 530 5 20 3 8 0 52 5 3 9 0 38 5 395 42 0 405 40 0 5 15 4 80 115 5 3 5 5 10 1 2 0 5 35 41 0 4 75 4 7 0 4 7 5 4 85 4 9 0 4 8 5 4 8 0 4 3 0 49 5 42 0 4 65 435 4 2 5 41 5 46 0 4 90 5 25 4 5 5 5 3 0 4 45 4 4 0 445 4 40 4 50 515 5 2 0 500 45 0 5 05 495 46 0 5 1 0 4 5 5 500 510 4 3 5 505 50 5 5 2 0 5 1 5 480 4 85 470 465 49 0 5 00 4 95 475 6in PVC 4in PVC 26 34 Sewer System & Mini-Basins: City of Puyallup 2013 Pierce County base data 2013 Data sources supplied may not reflect current or actual conditions. This map is a geographic representation based on information available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BHC Consultants LLC., assumes no responsibility for the validity of any information presented herein, nor any responsibility for the use or misuse of the data. MAP DATE: SEPTEMBER 2015 P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 3.9 Puy & PC SE Agreement Areas - 11x17.mxd 9/10/2015 ctolentino COPYRIGHT © 2015 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED : *5ft Contours extracted from LIDAR data. Source: Puget Sound LIDAR Consortium. **Unserviceable Areas: Layer represented by slopes at greater than 40%. Source: City of Puyallup 2013 01 10 11 12 13 14 15 16 17 18 19 02 20 21 22 23 24 25 26 27 28 29 03 31 32 33 34 35 36 04 05 06 07 08 09 37 30 Vicinity Map : Existing Sewer System " Pump Station Manhole " " Clean Out Meter Forcemain 2" 6" 8" 10" 12" 15" 18" 20" 21" 24" 36" 48" Unknown/Other MASCA Line (Abandoned) Base Layers City Boundary Urban Growth Area Sanitary Sewer Service Area Puyallup First Right of Refusal Parcels with Septic Systems Unservicable Areas** Outside Puyallup UGA (Pierce County) to Puyallup Puyallup UGA to Pierce County Future Sewer System P Pump Station Manhole ^ Grinder Pumps+ Forcemain Sewer Line Base Layers Mini-Basins Parcels Abandoned 5ft Contours* Sewered Parcels Unsewered Parcels +Parcels likely require grinder pumps for sewer service. Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington Figure Puyallup/Pierce County 3.9 Southeast Agreement Areas ---PAGE BREAK--- 0 2,400 1,200 Feet P P P ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " Puy- 13 Puy- 18 Puy- 20 Puy- 28 Puy- 31 Puy- 32 Puy- 33 Puy- 04 Puy- 05 Puy- 07 Puy- 30 7TH AV SE P A R K ER RD E E PIONEER ORTING HWY E SR162 E PIONEER WY E VILLAGE DR SUMNER AV 12TH AV SE 80TH ST E 21ST ST SE 7 0 T H ST E 1 9 TH A V S E 72ND ST E 81S T S T E 66TH ST E WILLOW ST 23RD AV SE 87TH STCT E 75TH STCT E SR410 HWY E E MAIN 16 T H AV SE 67 T H S TC T E HI G H L A N D DR 26TH ST SE MEADE MCCUMBER RD E 2 2N D ST S E RI V ERWAL K D R PARK AV 1 0 T H AV SE 33RD ST SE 25TH ST SE LINDE N LN 153RD AV E AMBER BLVD 39T H ST SE VALLEY AV 142ND AV E C RY S T A L RIDGE D R SE WO OD AV SR410 HWY W 22ND AV SE GUPTIL AV 36 T H S T SE R ODES C O D R G A U L T ST 20TH AV SE 86TH ST E BROOKMON TE D R 40TH ST SE 1 5TH AV SE RAINIER ST GARY ST V IS T A DR S E R OBI N SON R D ALDER AV 78TH ST E 89TH S T E 84 T H ST E 93RD ST E 96TH ST E 90 TH ST E 24TH AV SE 8TH AV S E 74TH ST E AUT O LN 143RD AVCT E 41ST ST SE 27TH ST SE D U N HILL LN 9TH AV SE 75TH ST E RA M P S R4 10 RPN 1 W R A M P S R4 1 0 RPN1 E 88TH ST E RIVERSIDE DR E BOWMAN HILTON RD E 17TH ST SE SHAW RD H IG H L A N DS BLV D 27 TH PL S E 1 5 T H S T SE 2 5TH AV SE 18TH ST S E RIV E RGROVE D R 20TH ST SE 34T H S T SE 23RD ST SE INT ER AV 43RD ST SE 134TH AV E 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in CP 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in CP 8in PVC 8in PVC 8in PVC 8in CP 8in CP 8in PVC 8in CP 8in PVC 8in CP 8in CP 8in PVC 8in CP 8in PVC 8 i n C P 12in CP 8in PVC 8in PVC 8in CP 8in CP 8in PVC 8in CP 8in PVC 8in PVC 8in CP 8in PVC 8in PVC 8in CP 8in PVC 8in CP 8in PVC 8in PVC 8in CP 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in CP 8in PVC 8in CP 8in PVC 8in PVC 12in CP 8in PVC 8in PVC 8in PVC 8in PVC 8in CP 8in PVC 12in CP 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in CP 8in PVC 8in PVC 8in CP 8in CP 8in CP 12in CP 8in CP 12in CP 8in CP 8in CP 8in PVC 8in PVC 8in CP 8in PVC 8in CP 8in PVC 8in PVC 8in PVC 8in PVC 8in CP 8in PVC 8in CP 8in CP 8in PVC 8in PVC 8in CP 8in PVC 12in CP 8in PVC 8in CP 8in CP 8in PVC 8in PVC 8in PVC 8in PVC 8in CP 8in CP 8in PVC 8in PVC 8in PVC 15in PVC 8in PVC 8in PVC 8in CP 8in PVC 8in CP 8in PVC 8in CP 8in PVC 8in PVC 8in CP 8in PVC 8in CP 8in PVC 8in CP 8in CP 8in PVC 8in PVC 8in PVC 8in PVC 8in PVC 8in CP 8in PVC 8in CP 8in PVC 8in CP 8i n C P 8in PVC 8in CP 21in PVC 8in CP 8in PVC 8in CP 8in CP 8in PVC 21in PVC 8in CP 21in PVC 8in CP 8in PVC 8in CP 8in CP 8in CP 8in CP 21in PVC 12in CP 8in CP 8in PVC 3 5 6 0 6 0 90 75 70 6 5 5 5 5 5 6 0 7 5 7 5 8 0 6 0 4 5 4 5 7 5 4 5 6 5 60 7 5 90 6 5 70 85 75 7 0 9 5 7 5 2 3 0 6 0 6 0 7 5 7 5 4 5 0 4 5 7 5 7 0 7 0 6 5 3 3 0 3 0 5 9 5 4 2 0 9 0 8 5 8 0 8 0 8 5 7 5 7 0 4 0 6 0 6 5 50 80 8 0 3 2 5 6 5 7 0 8 0 8 0 85 7 5 6 0 4 5 7 0 8 0 7 5 6 5 8 0 5 5 3 6 5 7 5 6 5 6 5 8 0 6 5 7 5 9 0 65 7 5 3 1 5 7 5 6 0 75 7 0 5 5 2 9 0 8 5 8 0 8 5 9 0 7 0 8 0 8 0 7 5 8 0 7 5 6 0 5 5 7 0 7 5 9 0 5 5 6 0 32 0 60 3 5 8 0 65 2 8 5 75 2 8 0 7 0 6 5 6 0 9 0 7 0 2 9 0 6 5 8 0 9 5 45 90 3 8 0 9 5 9 0 8 5 7 0 7 5 5 5 6 0 5 5 7 5 4 5 45 9 5 9 5 80 7 5 6 5 6 0 6 5 70 4 0 60 6 5 7 5 65 7 0 65 75 6 0 7 5 3 5 5 8 5 2 7 0 5 0 2 9 5 2 5 5 38 5 5 5 8 5 8 0 55 4 2 0 6 0 5 5 3 2 0 6 5 8 5 7 5 7 0 8 0 6 5 8 0 70 44 0 8 5 7 5 3 9 5 7 5 8 5 6 5 65 1 3 5 6 0 6 5 65 3 6 5 70 85 7 0 40 0 4 0 4 0 8 0 3 8 0 5 5 4 5 0 3 5 0 4 4 5 7 5 7 0 45 5 3 00 65 6 0 5 5 7 5 55 6 5 2 6 0 5 0 8 0 3 0 0 2 9 5 2 8 0 8 0 7 5 8 0 3 9 0 7 5 6 0 8 5 6 0 7 5 6 5 85 3 2 5 4 5 0 6 0 7 5 7 5 2 6 0 3 25 6 0 4 5 5 6 0 2 2 5 2 9 5 6 0 6 0 7 0 2 8 5 5 5 6 5 60 7 5 65 4 05 4 0 5 4 6 5 7 5 5 0 3 7 5 7 5 4 30 4 60 8 0 7 0 6 5 6 0 7 5 85 9 0 4 0 0 6 5 8 5 4 5 0 80 3 05 7 0 8 5 8 0 7 5 7 0 8 0 7 5 5 5 4 2 5 30 0 3 5 8 0 4 45 80 9 0 7 0 6 5 345 1 4 5 90 34 5 75 7 0 6 5 40 6 0 3 2 5 60 3 2 0 4 6 5 3 1 0 80 5 0 2 75 7 5 7 0 70 4 4 0 8 5 70 6 0 7 5 9 0 6 5 5 5 34 0 4 20 8 5 85 4 0 7 0 7 5 3 5 7 5 8 0 3 0 5 45 85 5 5 360 8 5 6 0 60 3 5 80 5 0 8 5 5 5 4 90 35 0 80 4 6 0 6 5 2 6 0 4 05 90 7 5 3 05 3 85 4 4 5 3 1 5 3 5 4 1 5 7 0 65 4 0 5 7 5 1 4 5 3 9 0 41 5 9 0 5 5 245 6 5 4 6 0 9 5 4 5 490 4 3 5 4 2 5 7 5 6 0 7 0 6 5 4 0 5 4 10 8 0 60 70 1 5 0 80 8 0 85 2 90 4 1 5 75 3 95 50 41 0 4 0 3 3 5 8 0 7 5 4 2 5 405 90 4 1 0 8 0 45 4 0 0 70 5 0 4 1 0 8 5 7 5 4 8 5 5 0 85 8 0 7 5 6 5 9 0 70 3 8 5 4 0 5 3 2 0 375 50 9 0 440 7 5 5 0 4 4 0 7 0 400 6 5 4 0 5 70 4 1 5 5 5 7 0 3 1 5 3 9 0 8 5 3 5 7 0 7 5 7 5 3 3 0 9 0 7 0 445 65 7 5 38 5 85 4 40 75 70 4 3 5 3 4 5 65 8 0 9 0 6 0 4 0 4 5 5 8 5 4 8 0 85 3 2 5 3 2 0 3 90 4 3 0 42 5 4 5 0 4 6 0 4 0 85 5 0 7 5 75 7 0 3 15 4 3 5 40 400 6 5 43 0 55 4 5 39 0 50 8 0 4 5 5 5 3 5 4 5 5 4 2 0 85 4 30 75 3 10 4 1 5 80 7 0 4 1 0 3 4 0 3 1 0 4 5 0 485 70 80 5 0 6 5 70 4 1 0 6 5 4 4 5 4 5 5 7 5 5 5 85 50 3 8 5 2 9 5 70 5 0 80 7 5 4 0 5 80 42 0 4 0 5 4 2 5 4 25 3 90 48 0 75 6 0 39 5 7 0 4 2 5 4 50 80 3 3 5 8 0 5 5 55 4 3 5 9 0 4 2 0 75 435 35 3 0 0 4 4 0 30 9 5 430 9 5 4 0 40 0 6 5 7 0 4 1 5 30 5 80 65 4 3 0 4 25 3 80 4 25 60 35 3 1 0 47 0 4 75 30 4 0 4 2 0 3 0 5 7 0 4 65 6 0 4 0 75 415 44 5 60 3 00 65 4 6 0 80 40 65 42 0 45 5 7 5 70 40 4 4 0 60 70 3 1 5 4 5 0 330 5 5 4 0 7 5 3 2 5 7 0 90 33 5 44 5 4 3 5 3 2 0 4 4 0 85 55 340 43 0 43 5 65 55 42 5 60 60 4 30 6 0 7 5 65 4 20 415 42 5 5 0 4 2 0 75 75 55 4 15 5 0 70 415 4 1 5 42 0 75 4 5 410 75 65 105 1 00 11 0 1 1 5 1 20 1 2 5 1 3 0 1 35 1 40 1 45 1 50 1 5 5 16 0 1 6 5 17 0 17 5 1 8 0 1 8 5 1 90 8 0 5 5 19 5 2 0 0 65 225 2 30 2 1 5 2 2 0 2 0 5 31 5 40 0 2 3 5 210 310 3 20 90 305 9 5 6 5 30 0 2 4 0 4 5 24 5 7 5 3 9 5 2 50 410 85 90 45 3 2 5 405 70 2 55 95 1 0 0 50 3 3 0 3 65 1 05 2 6 0 3 4 0 3 3 5 36 0 110 240 50 34 5 2 4 5 350 235 75 2 25 11 5 3 5 5 3 7 0 2 5 0 2 6 5 2 7 0 2 7 5 375 38 0 2 8 0 2 6 0 1 2 0 2 30 285 2 9 0 150 2 55 3 9 0 385 125 34 0 29 5 3 0 5 220 300 165 265 1 70 1 95 75 29 5 180 2 0 0 3 3 5 1 75 65 285 19 0 290 2 05 1 85 145 13 0 3 8 5 2 10 3 80 270 155 215 27 5 3 5 5 70 70 1 60 365 140 2 8 0 1 3 5 405 3 75 3 60 40 0 70 37 0 8 0 3 9 0 35 0 4 1 0 3 45 65 32 5 3 2 0 8 5 3 1 5 330 3 1 0 6 0 55 3 9 5 75 60 90 85 75 80 6in DIP 2in PE 4in DIP 2in PVC 4in DIP 2in PVC 8in PE 6in DIP 16 24 30 31 Sewer System & Mini-Basins: City of Puyallup 2013 Pierce County base data 2013 Data sources supplied may not reflect current or actual conditions. This map is a geographic representation based on information available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BHC Consultants LLC., assumes no responsibility for the validity of any information presented herein, nor any responsibility for the use or misuse of the data. MAP DATE: JULY 2015 P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 3.10 Puy & PC E Agreement Areas - 11x17.mxd 7/23/2015 ctolentino COPYRIGHT © 2015 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED : *5ft Contours extracted from LIDAR data. Source: Puget Sound LIDAR Consortium. **Unserviceable Areas: Layer represented by slopes at greater than 40%. Source: City of Puyallup 2013 01 10 11 12 13 14 15 16 17 18 19 02 20 21 22 23 24 25 26 27 28 29 03 31 32 33 34 35 36 04 05 06 07 08 09 37 30 Vicinity Map : Existing Sewer System " Pump Station Manhole " " Clean Out Meter Forcemain 2" 6" 8" 10" 12" 15" 18" 20" 21" 24" 36" 48" Unknown/Other MASCA Line (Abandoned) Base Layers City Boundary Urban Growth Area Sanitary Sewer Service Area Puyallup First Right of Refusal Parcels with Septic Systems Unservicable Areas** Outside Puyallup UGA (Pierce County) to Puyallup Puyallup UGA to Pierce County Future Sewer System P Pump Station Manhole ^ Grinder Pumps+ Forcemain Sewer Line Base Layers Mini-Basins Parcels 5ft Contours* Sewered Parcels Unsewered Parcels +Parcels likely require grinder pumps for sewer service. Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington Figure Puyallup/Pierce County 3.10 East Agreement Areas ---PAGE BREAK--- COPYRIGHT © 2015 BHC CONSULTANTS LLC. ALL RIGHTS RESERVED 8 6 34 26 20 18 10 : P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 3.11 Southern Revisions 8.5x11.mxd 7/22/2015 ctolentino 0 3,000 1,500 Feet 8 6 34 26 20 18 10 Current Previous Legend Puyallup First Right of Refusal Sanitary Sewer Service Area City Boundary Urban Growth Area Pump Station Force Main Sanitary Main This map is a geographic representation based on information available. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. 3.11 Figure Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington July 2015 Service Boundary Southern Sewer ---PAGE BREAK--- TP 5 29 : P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 3.12 Northern Revisions 8.5x11.mxd 7/22/2015 ctolentino 0 3,000 1,500 Feet TP 5 29 Current Previous Legend Puyallup First Right of Refusal Sanitary Sewer Service Area City Boundary Urban Growth Area TP Treatment Facilities Pump Station Force Main Sanitary Main COPYRIGHT © 2015 BHC CONSULTANTS LLC. ALL RIGHTS RESERVED This map is a geographic representation based on information available. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. 3.12 Figure Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington July 2015 Service Boundary Northern Sewer ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 4-1 Chapter 4 Design Criteria 4.1 Performance and Design Criteria Sewer system design criteria and standards have been developed to maintain a consistent level of service throughout the City. These criteria and standards facilitate planning, design and construction of sewer system projects to achieve a predictable level of quality. These guidelines have been created to meet the increased need for sewer service in response to developments and population growth and the occasional updates to the land use regulations set forth by the City or County. The following is a partial list of criteria which affect sizing and siting of facilities. The City’s design and construction standards are presented in the City’s Standard Details and supplemental specifications modifications (See Appendix Plans and design shall meet the “Criteria for Sewage Works Design,” prepared by the Washington State Department of Ecology, as revised August 2008, except where more stringent City requirements are noted. These standards are to be followed unless otherwise approved by the City Engineer. 4.1.1 Sewer Mainline All sewer main extensions shall be designed and constructed to provide gravity service for all adjacent lots. In rare occasions where gravity service is not feasible the City may allow the use of individual grinder pumps for a limited number of connections. The design, use and ownership of grinder pumps shall be per Section 4.1.5. Unless otherwise called for by the City Engineer, gravity sewers shall be constructed from PVC or cement lined ductile iron pipe. However, HDPE pipe materials may be allowed in certain applications. Pipe materials shall meet the following standards. Material Standard Plastic – PVC ASTM D3034-SDR 35 or F679 Ductile Iron (cement lined) AWWA C150, CL51 or better HDPE ASTM D1248, Type III, Category 5, Class C, Grade P34 (See Section 2740) Anchored HDPE or Ductile iron pipe (Class 52 DIP) and pipe anchors shall be required for all pipeline slopes of twenty percent (20%) and/or greater. Ductile iron pipe (Class 52 DIP) shall be required where the depth of cover is 15-feet or greater. Developers may request the use of PVC at depths greater than 15-feet. If so requested, the Developer shall certify the brand of pipe material to be used and they shall provide documentation that the pipe material is applicable to the soil conditions of the site and the proposed depth. Ductile iron pipe (Class 51 DIP) shall be required where the depth of cover in traffic areas is 3 to 5 feet. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 4-2 All sewer mains shall have 3-foot minimum cover unless otherwise approved by the City Engineer. All pipes 8-inch and larger shall terminate at a manhole. Sewer lines shall have a 0.1 foot drop through manholes from inlet to outlet. Pressure sewer mains shall be ductile iron pipe, PVC C900 or C905, or HDPE. The force mains shall be designed for the systems maximum operating pressure plus 50 psi. Minimum grade for 8-inch sewer mains shall be 0.4%, unless otherwise approved by the City’s Engineer. Minimum grade for dead-end sewer mains that will not be extended shall be 0.75%, unless otherwise approved by the City’s Engineer. Minimum grade and design criteria shall be in accordance with “Criteria for Sewage Works Design, State of Washington, DOE”, unless City standards are more stringent. HDPE pipe shall be required in the following conditions: o Seasonal groundwater is above the spring line; o When crossing ponds or streams; o When installed parallel to ponds and streams within 50 feet. 4.1.2 Manholes Manhole numbers shall be obtained from the City Engineer. All sewer which are 8-inches and larger shall terminate in a manhole. All pipes entering/leaving a manhole shall be aligned with the center of the manhole unless otherwise authorized by the City Engineer. Manholes shall be 48” I.D. precast concrete, designed in accordance with the City’s Standards and Details. All Manholes shall conform to ASTM C-478. Manhole frames and covers shall be locking type within unimproved right-of-way and shall be supplied with stainless steel allen head cap screws. Manholes shall be a minimum of 4 feet deep unless otherwise approved by the City Engineer. Inside drop manholes shall be 54” I.D (minimum) precast concrete and have a minimum drop structure of 2 feet. Where a drop manhole is required, the inside drop shall be used unless otherwise authorized or specified by the City Engineer. Manholes with incoming or outgoing sewer lines 15” or greater shall be 60” I.D. or greater, as directed by the City Engineer. Manholes shall have a minimum one-tenth of a foot (0.10 foot) drop from the inlet invert to the outlet invert. Manhole channels shall be shaped to allow placement and use of the City’s television inspection equipment. Channels shall be constructed at the full depth and diameter of mainline. Manhole shelves shall have slopes of ½ inch per foot. Channels and shelf shall be constructed plaster smooth. Due to the magnitude of I/I in some basins, the City ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 4-3 Engineer anticipates updating the Design Standards to require fiberglass inserts/liners in manholes located in basins severely impacted by I/I. Manholes shall be placed at each grade and direction change. Distances between manholes shall not exceed 400 feet. 4.1.3 Side Sewers Side sewer laterals shall be constructed of SDR-35 PVC pipe, a minimum of 6-inches in diameter, and in accordance with ASTM D-3034. The grade for 6-inch side sewer stubs shall be a minimum of two percent Approximate stub locations shall be shown on the plans. Cleanouts shall be used and placed over every side sewer at the property line. A side sewer stub shall be provided for each parcel on all new sewer extensions, regardless of whether the homeowner connects or not. The side sewer stub shall be located and terminate in accordance with City’s standards. Side sewer shall have a five foot minimum of cover at the ROW-line. Deviations from this standard will be determined by the City Engineer The side sewer stub location shall be marked with a 2x4. The exposed portion of the 2x4 shall be painted yellow and the depth painted in black on both sides. 4.1.4 Pump Stations Developers/Owners of developments that may require a pump station to provide sewer service shall contact the City regarding the design requirements of the station and the current City Pump Policies. The City has indicated a preference for the following pump station standards, although pump station design may be determined on a case-by-case basis: Smith and Loveless top mounted, suction-lift pumps Generator back-up Pig launch/bypass pumping vault Valve vault and meter Area lighting Chain link fence, with barbed wire outrigger Building not typically required; but provide canopy over panels for rain protection Hose bib and Reduced Pressure Backflow Assembly (RPBA) 4.1.5 Individual Grinder Pumps The use of individual grinder pumps to serve residential connections shall be limited to connections in which a gravity alternative is not feasibly possible. The City Engineer shall make the determination as to which connections qualify for service by grinder pump. Grinder pumps shall meet the following standards. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 4-4 1. Grinder pumps shall be owned and maintained by the property owner and shall only serve a single ERU. 2. Grinder pump Systems shall be “Environment One” (E-One) Model DH071 or approved equal. 3. Minimum velocity for Grinder pump force mains shall be 2.0 feet per second. 4. Minimum storage volumes shall be 220 gallons for a residential unit. Other applications will provide a minimum of 24 hours of emergency storage. The Developer shall provide estimated flows to verify adequate storage capacity. 5. Grinder pump’s force mains shall discharge to a gravity sewer lateral, with cleanout, at the ROW-line. 4.2 Easements Easements dedicated to the City of Puyallup shall be provided for the construction, maintenance and operation of sewer mains or any other related City owned facilities which lie outside of public street right-of-ways. Easement documents shall be drawn up from the City’s standard forms and shall include drawings and legal descriptions for each easement. Drawings and legal descriptions shall be signed and stamped by a Professional Land Surveyor, currently registered in the State of Washington. Easements shall be a minimum of 40 feet in width, with the sewer located in the center of the easement. There shall be a separate easement provided for each lot that a sewer crosses. Easements must be approved and received by the City Engineer prior to side sewer connection. 4.3 Standard Details and General Notes The City’s Sample Plans, General Notes and Standard Details are provided in the Appendix C. The Sample Plans and Standard Details shall be considered during design and shall be followed during construction. At minimum, a copy of all applicable standard details including manhole detail(s), the side sewer detail and the typical trench detail shall be included on all developer plans sets. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 5-1 Chapter 5 Existing Facilities 5.1 Drainage Basins The City’s service area is divided into 37 mini-basins. The main feature of each mini-basin is a single defined outlet. In other words, all of the flow exiting the mini-basin flows through a common structure (usually a manhole or pump station) in the sewer system. This allows calibrations and flow estimates for specific points in the system. In winter 2011 - 2012, ADS Environmental Services (ADS) produced the ADS Flow Monitoring and RDII Analysis (herein referred to as the ADS I/I Study). ADS studied 24 primary sanitary sewer drainage basins (see Figure 5.1). A flow meter was placed at the outlet of each basin and flow data was collected for a four month period from 11/17/2011 to 3/19/2012 (see Appendix A for full ADS I/I Study). However, the existing 24 basins did not encompass the entire Puyallup Sewer Service Area and were not always aligned with tax parcel boundaries. Therefore, to utilize the flow meter data from the ADS I/I Study, BHC used the existing basins as a starting point for refining and expanding the mini-basin map. The following sequence was used to define the 37 expanded and refined mini-basin boundaries: 1. Import existing ADS basins as defined in 2012 I/I Study (24 total basins). 2. Revise the existing basin boundaries to align with parcel boundaries. 3. Redefine the sewer service area boundary that extends outside of Puyallup’s corporate boundary. Specifically, the northern Edgewood service area and the southern Pierce County Joint-Service Area. See below further discussion on these areas. 4. Delineate additional mini-basins based on size, topography and outlet. 5. Identify unsewered areas for future sewer development and layout a preliminary plan for sewer expansion. This sequence resulted in 13 newly delineated mini-basins that were added to the existing 24 basins for a total of 37 mini-basins. Figure 5.2 depicts the City’s sewer service area divided into 37 discrete mini-basins. Figure 5.3 shows a flow schematic of the mini-basins. 5.2 Puyallup Sewer Service Area In 1976, the Pierce County Board of Commissioners adopted the 1974 Puyallup Basin Water Quality Management Plan (Resolution No. 18858). This plan established responsibility for providing sewer service to the Puyallup Basin between the County and cities of Fife, Milton, Puyallup, and Tacoma. The 1974 Management Plan was the first plan to require long-range planning and described a sewer service area greater than the City of Puyallup corporate boundaries. The current Puyallup Sewer Service Area incorporates the City of Puyallup, the majority of the Puyallup Urban Growth Areas, and extends beyond the corporate city limits into Pierce County unincorporated lands in several locations as agreed by mutual consent. ---PAGE BREAK--- LOCUST AV E WEST TAPPS DR E 31ST AV SW EDGEWOOD DR E 74TH AV E 62ND ST E SR512 HWY E E PIONEER 122ND AV E 111TH AV E STATE ST 40TH ST E SILVER ST VALLEY AV E SUMNER-TAPPS HWY E 30TH AV SW RIDGE WEST DR E 118TH ST E SR162 E BENSTON DR E 170TH AV E MILITARY RD E TRAFFIC AV BOWMAN HILTON RD E S MERIDIAN 12TH AV SE 70TH ST E ELM ST E 104TH ST E MILWAUKEE AV E 17TH ST SE 130TH AV E SR512 HWY W WILLOW ST 17TH ST NW 82ND AV E ELM ST 171ST AV E 13TH AV NW 12TH AV SW 109TH ST E 43RD ST E MERIDIAN AV E 120TH AVCT E SHAW RD SE W MAIN SUMNER AV 83RD AV E CHERRY AV 46TH ST E 18TH ST NW 50TH ST E 6TH AV SW PARK ST E 64TH AV E 9TH ST SW 63RD AV E 39TH AV SE 176TH AV E 86TH AV E 31ST ST SE 136TH AV E 19TH AV SW 2ND ST SW 41ST AV E PANORAMA BLVD 80TH AV E 48TH ST E 94TH AV E 123RD ST E RHODES LAKE RD E WILDWOOD PARK DR 7TH ST SE 3RD ST SE 2ND ST SE 3RD ST SW 179TH AVCT E 66TH AV E 5TH ST SW MANORWOOD DR 7TH AV NW MONTA VISTA DR E 31ST AV SE 7TH ST NW WOOD AV 59TH AVCT E 154TH AVCT E WASHINGTON ST 53RD STCT E MAIN ST E RIVERSIDE DR E 23RD ST NW MAIN ST 120TH AV E 108TH AV E 26TH ST NW 102ND ST E 21ST ST SE RIVERGROVE DR 62ND AV E 15TH ST SE RIVER RD E 13TH ST SW 123RD STCT E FOREST GREEN BLVD 81ST AV E GRAHAM AV 9TH AV SE 3RD ST NW 5TH ST NE 7TH AV SW 2ND ST NW 94TH ST E W MEEKER 15TH AV SE 177TH AV E 9TH AV SW PARK ST 75TH AV E 15TH ST NW 102ND AV E 128TH ST E 2ND AV NW MAPLE ST 52ND ST E 14TH AV SE 122ND ST E 57TH ST E 7TH AV SE 18TH ST SE 100TH ST E 13TH ST SE W PIONEER SHAW RD E 10TH AV SE 17TH AV SW 14TH ST SW 34TH ST SE 11TH ST SW 124TH ST E 78TH AV E 4TH AV SW 184TH AV E 63RD AVCT E 162ND AV E CHRISELLA RD E 20TH AV SE EVERETT 86TH ST E 112TH ST E 48TH AV E W STEWART 44TH ST E 4TH ST SE HOUSTON RD E 90TH AV E 4TH AV NW 4TH ST SW N LEVEE RD 114TH AVCT E 178TH AV E SR410 E ALDER AV RYAN AV 3RD AV NW WOODLAND AV E 160TH AV E 65TH AV E FIRLAND DR 58TH AVCT E 5TH AV SW RIDGE DR SE 2ND AV NE INTER AV 77TH ST E 50TH AV E ANGELINE RD E 90TH ST E 5TH AV NW 27TH AV SE WRIGHT AV THOMPSON ST SOUTH TAPPS DR E MERIDIAN E PUYALLUP ST 7TH ST SW 36TH ST SE RAINIER ST PARK AV 72ND AV E 121ST ST E 19TH ST NW ACADEMY ST CALDWELL RD E 2ND ST NE 183RD AV E 3RD ST NE 4TH ST NE 45TH ST E FRYAR AV 22ND AV SE 130TH AVCT E 92ND AV E MEADE-MCCUMBER RD E 40TH AV E PARKER RD E 101ST ST E 10TH ST SE 8TH AV NW 72ND ST E 98TH AV E STEWART AV E 9TH AV NW 37TH AV SE 43RD ST SE LARKSPUR DR 43RD AV SE 120TH ST E 60TH ST E 96TH ST E TATOOSH RD E 126TH ST E BONNEY AV 15TH AV SW 16TH ST SW 84TH ST E RIVER RD 112TH ST 182ND AV E 20TH ST SE BONNEY LAKE BLVD VALLEY AV VOIGT ST WALLER RD E 51ST AV E SKY ISLAND DR E FREEMAN RD E 114TH AV E 18TH ST SW GARY ST 115TH ST E 188TH AV E 19TH AV SE E MAIN 133RD AV E 49TH ST E 33RD AV SE 168TH AV E W MAIN ST 70TH AV E 166TH AV E 4TH ST NW 127TH AV E N MERIDIAN 21ST ST NW 110TH AV E 53RD ST E SR167 HWY N 181ST AV E 74TH ST E TACOMA AV SR410 HWY W 34TH AV E 108TH AVCT E VICKERY AV E 12TH AV NW 5TH ST SE 59TH ST E 42ND ST E 67TH AV E 88TH AV E 9TH ST SE 78TH ST E 23RD AV NW 43RD STCT E 23RD AV SE 23RD AV 13TH AV SE BINGHAM AV E 76TH AV 41ST ST E 28TH AV SE 35TH AV SE 80TH ST E 64TH ST E 46TH AV E 36TH AV E PEASE 66TH ST E 41ST ST SE 39TH AV SW 59TH AV E 76TH ST E 43RD AV 16TH AV NW 58TH AV E ELHI RIM RD 56TH ST E 88TH ST E FRUITLAND AV E TODD RD E 64TH AVCT E WEST VALLEY HWY E BENTLEY RD E 75TH ST E VALLEY AV NE 116TH ST E FALLING WATER BLVD E MYERS RD E 57TH AV E LAKERIDGE DR E INTER AV NE WEST HILL DR E 134TH AV E EAST VALLEY HWY E 174TH AV E 44TH AV E 25TH ST SE 142ND AV E PIPELINE RD E NORTH LEVEE RD E 61ST AV E PIONEER WY E RAMP SR512 RPN1 E RAMP SR512 RPF1 E 185TH AV E 47TH AV E VALLEY AV NW TACOMA RD E RAMP SR167 RPF1 S FAIRVIEW DR 106TH ST E 153RD AV E RAMP SR167 RPN1 N 92ND ST E MCCUTCHEON RD E SR410 HWY E CANYON RD E COLLEGE WY SR167 HWY S Puy1 Puy2 Puy3 Puy4 Puy5 Puy6 Puy7 Puy8 Puy9 Puy10 Puy11 Puy12 Puy13 Puy14 Puy15 Puy16 Puy17 Puy18 Puy19 Puy20 Puy21 Puy22 Puy23 Puy24 Legend TP Treatment Plant " Pump Station Mini-Basins City Boundary Urban Growth Area Sanitary Sewer Service Area Puyallup First Right of Refusal P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 5.1 Mini-Basin 11x17.mxd £ ¤ 2 1 5 £ ¤ 7 6 1 £ ¤ 0 1 4 £ ¤ 2 6 1 0 1 0.5 Miles Pump Stations & Mini-Basins: City of Puyallup 2013 Pierce County base data 2013 Data sources supplied may not reflect current or actual conditions. This map is a geographic representation based on information available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BHC Consultants LLC., assumes no responsibility for the validity of any information presented herein, nor any responsibility for the use or misuse of the data. MAP DATE: JULY 2015 COPYRIGHT © 2015 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED : Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington Figure Mini-Basin Map (ADS Study Basins) 5.1 ---PAGE BREAK--- TP TP TP " " " " " " " " " " " " " " " " " " " Puy-6 Puy-20 Puy-3 Puy-4 Puy-16 Puy-33 Puy-5 Puy-7 Puy-14 Puy-26 Puy-27 Puy-10 Puy-1 Puy-21 Puy-17 Puy-24 Puy-32 Puy-2 Puy-34 Puy-9 Puy-18 Puy-13 Puy-25 Puy-15 Puy-8 Puy-12 Puy-35 Puy-28 Puy-31 Puy-22 Puy-11 Puy-19 Puy-23 Puy-29 Puy-36 Puy-37 Puy-30 57TH ST E 104TH ST E 74TH AV E W T APPS DR E WEST TA P P S DR E 83RD AV E RH O DES LAKE RD E 128TH ST E 122ND ST E S TAPPS DR E SO U T H T A PP S D R E 122ND AV E 62ND ST E 111TH AV E PARKER RD E 96TH ST E K A R S H NE R R D E 94TH AV E ORTING HWY E SR162 E 39TH AV SE 84TH ST E 4TH AV NW 48 T H S T E 1 78 T H AV E 72ND ST E GRAHAM AV 40TH ST E W STEWART SILVER ST MI L I T A R Y R D E 30TH AV SW 88TH ST E ELM ST E 80TH ST E TACOMA RD RIDGE W E S T DR E VALLEY AV E 118TH ST E E VALLEY H W Y E EAST VALL EY H W Y E BONNEY LAKE BLVD E SUMNER AV 17 0TH AV E 76TH ST E S R410 HWY E 58TH AV E PARK ST 9TH AV SE 112TH ST E 7TH ST NW 12TH AV SE 80TH AV E 62ND AV E W PIONEER MAIN ST E 31 S T AV SW A N G E LIN E RD E 21ST ST SE WOODLAND AV E 10TH AV NW 19 T H A V SE W MAIN 13TH ST SW 5TH ST NE 171 S T AV E WILLOW ST 13TH AV NW EL M S T 109T H S T E 23RD AV SE MAIN ST 43 R D ST E ACADEMY ST 15T H A V SE S MERIDIAN 179TH AV CT E 12 3 RD ST E SHAW RD E PIONEER 86TH AV E 124TH ST E 48TH AV E 33RD AV SE SR512 HWY E 78TH AV E 50TH ST E 46TH ST E E MAIN 6 7 TH S T CT E 10TH ST S E 6TH AV SW 2ND ST NE 2ND AV NE VICKERY AV E 39TH AV SW 43RD AV SE 116TH ST E 7TH AV SW 115TH ST E N LEV EE RD E NORT H LE VEE RD E S KY IS L A ND DR E FREEMAN RD E 19TH AV SW 90TH ST E 1 2 1S T ST E CHE R O K E E BLVD 7TH ST SE 7TH AV SE P A N O RA M A B L V D MILWAUK EE AV E 162N D AV E P A R K S T E 2ND ST SE 18 T H ST S E 70TH AV E 16TH ST 11TH ST NW WASHINGTON ST E V ERETT ST 5TH AV NW 53RD STCT E 25TH ST SE 94TH ST E TODD RD E KINCAID AV ALDER AV 64TH ST E 102ND ST E VALLEY AV TATO O S H R D E RIVER RD E 63R D S TCT E 123RD S TCT E SR41 0 H W Y W 12TH AV NW N MERIDIAN 81ST AV E 53RD ST E S WOODLAND 15TH AV SW 5TH AV SW 17TH AV SW 5TH AV NE W MEEKER 9TH AV SW 4TH AV SW 3RD AV NW 15TH ST NW R A D I A N C E B LVD E 5TH ST SE 40TH AV E 52ND ST E 3 4TH AV SE 119TH AV E 100TH ST E FAL L ING WATER BLV D E 7TH ST SW 9TH ST SW VALLEY AV NW R ODE S C O DR 10TH AV SE 7 7 TH ST E 11TH ST SW 183 R D A V E S TEWART AV E SR16 1 63RD AVCT E 4 9TH ST E 20TH AV SE 86TH ST E 36TH AV E 114TH AV E 44TH ST E 31ST AV SE PIONEER WY E BINGHAM AV E N LE VEE R D 4 5 TH S T E SR410 E RYAN AV 1 33R D A V E M CCUT CHE ON RD E W M AIN ST 65TH AV E 58TH AVCT E 1 26TH ST E 120TH ST E 12TH AV SW 63R D S T E PUYAL L U P ST 51ST AV E RAINIER ST 16TH AV NW 56TH ST E P A RK AV VOIGHT ST 9TH ST SE C ALD W ELL RD E FRYAR AV 60TH ST E 108TH AVCT E 18 1 ST AV E 185TH A V E 101ST ST E 59TH AV E 37TH A V SE 98TH AV E 43RD STCT E 2 7TH AV S E 23RD AV SW SR512 HWY W RIV E R RD TODD RD NW B E N STON DR E 21ST ST NW 78TH ST E 34TH AV E W E S T H IL L D R E 3 2 N D AV S E 59TH ST E 42ND ST E 67TH AV E 8 8 T H AV E 64TH AV E 2 8 T H AV SE 35TH AV SE 13TH AV S E 4 1 S T S T E AUTO LN P EASE A V 41ST ST SE 55 T H ST C T E SR 5 1 2 C I OF W PIPELINE RD E VAL L EY AV N E 45TH STC T E 57 T H AV E 142ND AV E RAMP SR512 R PF1 E 47TH AV E 15 0 TH AVCT E 106TH ST E 153RD AV E 92ND ST E MERIDIAN E F O R E S T G RE E N BLV D E D G EW O OD D R E RIVERSIDE DR E WALLER RD E P A R K W O O D BL V D SU MN ER-TAPPS H W Y E T RAFFIC A V CANYON RD E 9TH ST NW D ECHAU X R D E BO W MAN HIL T O N R D E 44TH AV E CHERRY AV SR167 HWY N MYERS RD E 17TH ST SE 166TH AV E S FR U ITLA N D F R U ITLAND A V E 120TH AV E ME R IDI A N AV E WI L D W OOD PARK D R 21ST ST SW EL H I R I M R D HI GH LA N D S BLV D S U M N E R HEI G H T S DR E W OOD A V 18TH ST NW 17TH ST SW 108TH AV E 1 76TH AV E L A KERIDGE DR E 1 3 6 T H AV E 41ST AV E 1 5 T H ST SE C HRISEL LA RD E MO N T A VIS TA D R E 110TH AV E 3RD ST SE SH A W N E E RD E 66T H AV E 90TH AV E RIV E RGR O VE D R 102ND AV E LOCUST AV E 160TH AV E 1 5 4 T H AVCT E 59TH AVCT E 14TH ST SW 46TH AV E ST ATE ST 182ND AV E 1 7 7T H A V E 72ND AV E 50TH AV E 180T H AV E 2 0TH ST SE SR167 HWY S 3 4TH ST S E INT ER A V 36TH ST SE 1 27TH AV E W VALLEY HWY E WEST VAL LEY HW Y E 134TH AV E 16TH ST SW 74 T H S T E 188TH AV E BENT LEY RD E 75TH ST E 1 7 3RD A V E 64TH AVCT E 174TH AV E 61ST AV E 184TH AV E S R 1 6 7 CIOF S W H I S K EY R UN R D E CO LLEGE W Y Puyallup WWTP Sumner WWTP Cherrywood MHP WWTP 4 5 6 8 10 16 18 20 24 25 26 27 29 30 31 32 34 35 38 Legend TP Treatment Plant " Pump Station Mini-Basins City Boundary Urban Growth Area Sanitary Sewer Service Area Puyallup First Right of Refusal P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 5.2 Mini-Basin 11x17.mxd £ ¤ 2 1 5 £ ¤ 7 6 1 £ ¤ 0 1 4 £ ¤ 2 6 1 0 1 0.5 Miles Pump Stations & Mini-Basins: City of Puyallup 2013 Pierce County base data 2013 Data sources supplied may not reflect current or actual conditions. This map is a geographic representation based on information available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BHC Consultants LLC., assumes no responsibility for the validity of any information presented herein, nor any responsibility for the use or misuse of the data. MAP DATE: MAY 2015 COPYRIGHT © 2015 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED : Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington Figure Mini-Basin Map 5.2 ---PAGE BREAK--- P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 5.3 Schematic 11x17.mxd PUY 01 PUY 04 PUY 11 PUY 02 34 26 PUY 29 PUY 28 P PUY 18 PUY 30 P PUY 25 PUY 10 PUY 20 06 PUY 19 PUY 05 PUY 12 PUY 14 12TH AVENUE TRUNK (CROSS VALLEY TRUNK) PUY 07 24 PUY 13 PUY 32 PUY 31 P PUY 09 PUY 17 PUY 26 PUY 27 PUY 23 PUY 15 PUY 35 PUY 16 10 08 18 20 P P PUY 24 PUY 21 PUY 22 PUY 36 35 25 P 04 32 PUY 34 WWTP PUY 06 PUY 33 29 P P 05 PUY 03 38 PUY 08 16 ^ EAST MAIN TRUNK PUY 21 P PUY 37 P 30 Data sources supplied may not reflect current or actual conditions. This map is a geographic representation based on information available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BHC Consultants LLC., assumes no responsibility for the validity of any information presented herein, nor any responsibility for the use or misuse of the data. MAP DATE: FEBRUARY 2016 COPYRIGHT © 2016 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED : Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington Figure Basin Flow Schematic 5.3 ^ Due to Fruitland Avenue service re-direction, PUY 21 will split to have two outlets. Hatch portion of PUY 21 will continue to flow as is. The unhatched portion will flow north on Fruitland Avenue and east on Pioneer Avenue. " 29 Existing Pump Station Existing Force Main Existing Trunk Mini-Basin PUY 35 P Future Pump Station Future Force Main Future Trunk Legend ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 5-5 5.2.1 Pierce County The 1995 Joint-Service Area agreement between the City of Puyallup and Pierce County addressed and adopted revisions to the 1974 Plan in the southern portion of Puyallup’s Sewer Service Area. The Joint-Service Area agreement was subsequently refined and agreed to as part of this Plan. See Figures 3.7 through 3.12 for a graphical representation of the boundaries. 5.2.2 Edgewood The City of Edgewood was incorporated in 1996. In 2010, Edgewood installed a large sewer trunk along Meridian Ave NE extending south to 32nd Street. The sewer was constructed with the intention of future expansion. The current system flows north, ultimately treated by Lakehaven Utility District’s Lakota WWTP. The southern portion of the Edgewood sewer trunk extends into the Puyallup Sewer Basin as defined by 1974 Water Quality Management Plan. Subsequently this sewer service boundary was redefined. Portions of the previous North Puyallup Service Area will be redirected to Edgewood. A letter dated April 4th, 2007, from Puyallup City Manager Jim Bacon to Edgewood City Manager Henry Lawrence, recognizes and approves the changes. The letter was included in Edgewood’s adopted General Sewer Plan. More recently, an inter-local agreement between the cities of Edgewood and Fife allocated a portion of the 1974 Puyallup Sewer Basin to Fife. Given these existing agreements, a revised boundary for the Puyallup Sewer Service Area is presented in this plan. This revised boundary established the basis for future sewer infrastructure. There has never been any formal inter-local agreement between the City of Puyallup and the City of Edgewood regarding definition of sewer service areas. 5.2.3 Washington State Fairgrounds Although the fairgrounds are used for various events throughout the year there is a large influx of persons (and sewer users) during the Washington State Fair (the Fair). The Fair attracts over 1.1 million persons over a 17 day period annually during the month of September. The City’s sewer system sees a relatively large flow increase due to the temporary population increase. Further, the Fair has a stormwater system that can be “switched over” to flow to the sanitary system and ultimately to the WWTP. This “switch over” occurs periodically during livestock events held on the Fairgrounds, also contributing to the observed periodic flow increase. See Chapter 6 for a flow analysis specific to the Fair. Beginning in 2016, the Fair will be extended to 24 days. 5.3 City Collection and Conveyance Facilities The City’s inventory of gravity sewer lines totals approximately 1,027,722 linear feet of pipes ranging from 6-inches to 48-inches in diameter and approximately 3,600 manholes. Pipe materials include PVC, concrete, ductile iron and HDPE. Table 5.1 presents the summarized inventory of the City-owned piping systems which includes laterals in the right-of-way. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 5-6 Table 5.1 Summary of Pipe Inventory Pipe Size Total Length of City-owned Pipe (feet) 6-inch 304,818 8-inch 545,870 10-inch 31,114 12-inch 50,953 15-inch 33,142 18-inch 15,517 20-inch 1,744 21-inch 5,012 24-inch 23,501 36-inch 15,162 48-inch 870 Unknown 19 TOTAL 1,027,722 The City’s inventory of force main (FM) line totals approximately 42,700 feet of pipes ranging from 2-inch to 24-inch Diameter. Table 5.2 below presents the summarized inventory of City owned force main piping systems. Table 5.2 Summary of FM Inventory FM Size Total Length of City- owned Pipe (feet) 2-inch 5,469 4-inch 9,069 6-inch 8,107 8-inch 6,456 10-inch 1,187 12-inch 4,187 24-inch 8,225 TOTAL 42,700 5.4 Lift Stations The City has a total of 22 active sewer lift stations. Table 5.3 summarizes the Pump Station inventory as well as some of the operating conditions. Figure 5.3 illustrates the relationship between each of the Sewer basins, including lift stations, and give a representation of their location within the system. ---PAGE BREAK--- Pump Type Rated Capacity Horsepower Force Main Force Main Force Main Block Number Manhole Route Location GPM Pump Size and Type Length ID Manhole ID (ft) 4* 19th and Pioneer Submersible 5 Wemco-Hidrostal 11,490 115 24" DIP 2120 & 5190 S1-03674 & S1-03677 S5-01492 & S5-01356 500 & 2000 19TH ST NW & 14TH AVE NW 18' x 37' Y 500 19th St. S.W. & W. Pioneer 2010 5 North Puyallup Centrifugal 3 Cornell 600 20 10" 4,080 S1-03675 S5-02340 900 RIVER RD 8 Y 80 N. Levee Rd. & Meridian 2013 South Hill Mall Centrifugal 2 Smith & Loveless 275 8 4" DIP 800 S1-00001 S5-00552 100 37TH AVE SE 6 N - S. Meridian & 15th Ave S.W. 1998 8 Brookstone Submersible 2 Hydromatic S4PX 400 8 4" HDPE 3,100 S1-00004 Costco Lift Station 1,500 39TH AVE SW 8 N - 119th St. & 86th Ave. E. 1999 10 Costco Submersible 2 Paco Type ODSC Pump Model 4012-21-25 HP 400 10 4" HDPE 2,160 S1-00007 S5-00043 3,900 9TH ST SW 10 N - 39th Ave. S.W. & 90th St. 2001 16 East Main Submersible 2 Hydromatic S4KX 650 30 8" HDPE 1,750 S1-03665 S5-01092 1,300 E MAIN 12 Y 100 East Main & 18th St. N.E. 2004 18 Meadows Submersible 2 CP-3127 280 10 6" PVC 1,230 S1-03668 S5-03176 900 31ST AVE SE 6 Y 35 104th St. E. & 91st Ave. Ct. E. 1998 20 Blackstone Submersible 2 CP3152.091-MT 590 20 8" HDPE 4,280 S1-03671 S5-03167 1,700 31ST AVE SE 8 Y 50 104th St. E. & 80th Ave. E. 2002 24 Riverside Centrifugal 2 Smith & Loveless 4B2B 319 8 6" CI 3,250 S1-03660 S5-01892 2,900 E MAIN 6 N - Near Apartments of E. Main 1985 25 Clark's Creek Submersible 2 Myers 125 5 6" DIP 750 S1-03656 S5-00171 1,100 14TH ST SW 4 N - 12th Ave. S.W. & 17th St. S.W. 2005 26 Candlewood Centrifugal 2 Smith & Loveless 150 5 4" PVC 1,350 S1-03651 S5-00727 3,900 WILDWOOD PARK DR SE 6 N - 120th Ave. Ct. E. & 113th St. E. 1982 27 9th and Pioneer Submersible 2 NP3102.980 206 5 6" CP 2,220 S1-03654 S5-02517 400 9TH ST NW 6 N - 9th St. S.W. & W. Pioneer 2002 29 Stewart Gardens Submersible 2 CP3085 Impeller#436 225 3 6" PVC 1,910 S1-03655 S5-01570 2,100 W STEWART 6 Y 120 23rd & W. Stewart 1993 30 Ridge S Submersible 2 Hydromatic S4MX, 8.5" Impeller 450 8 4" DIP 550 S1-03646 S5-02681 4,500 RIDGE DR SE 10 N - 3400 Ridge Drive 1991 32 23rd and Tacoma Submersible 2 Hydromatic 200 3 4" DIP 1,900 S1-03649 S5-01503 2,100 TACOMA RD NW 4 N - 23rd St. N.W. & Tacoma Rd. 1988 34 Cherokee Centrifugal 2 Smith & Loveless 4B2B 300 Max, 140 Duty 8 4" 280 S1-03645 S5-00963 3,600 4TH ST NW 5 N - Cherokee Blvd. & 24th St. S.E. 1975 35 N 38 4th and River Centrifugal 3 Chicago 1,000 30 12" CI 1,130 S1-03650 S5-02438 700 End of 8th ave NW off 7th st NW 7 Y 125 4th St. N.W. & River Rd. 1978 39 Stewart Crossing (AKA Lakes) Submersible 2 CP3140 660 10 8" PVC 965 S1-03662 S5-01407 1,300 21ST ST NW 8' Y 35 29th St. PL N.W. 2004 40 Port 167 Centrifugal 2 Smith & Loveless 4B2B 275 5 6" 740 S1-03747 S5-03253 1,000 VALLEY AVE NW 6 Y 30 W. Valley Ave. Left just before Overpass 2013 Clark's Creek Park Centrifugal 2 Hydromatic HPGR200 - Grinder 15 1 1 1/4" PVC 3 N - Decoursey Park 2001 Wildwood Park Centrifugal 2 Hydromatic HPGR200 - Grinder 15 1 1 1/4" PVC 3 N - 1101 23rd Ave. S.E. * LS 4 operates through two forcemains. Forcemain size, length, discharge, id and route are shown related to each forcemain. South Hill Mall is currently in design to be abandoned and diverted via gravity to Minibasin 16. Construction is expected to occur in 2016. ***Emergency power is based only on the information received. If there was no data about a generator, a lack of emergency power was assumed. Pump Station Name Pump Station No. Number of Pumps Pump Manufacturer & Model Table 5.3 Approx. 928 12th Ave SW This station serves one or two residences Pump Station Inventory Wet well Footprint Diameter or Dimensions (feet) Year of Last Upgrade Generator Size (kW) Emergency Power (Y/N) ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 6-1 Chapter 6 Existing and Future Population and Flow Projections 6.1 Existing Population 6.1.1 General The City of Puyallup Sanitary Sewer Service Area includes the City, the Puyallup Urban Growth Area, and unincorporated Pierce County lands. The area is divided into 37 mini-basins irrespective of existing jurisdictional boundaries. Section 6.1 presents the baseline mini-basin population data which is based on the 2010 census data. Section 6.2 utilizes this data to establish projected populations. Three different contributing populations – residents, employees, and students – are used to estimate wastewater contributions for each mini-basin. The methodology used combined various available resources to establish the most accurate population estimates and projections for sewer modeling and CIP identification. Results were affirmed by comparing the produced mini-basin population values against published population estimates and forecast values of differing geographies (Pierce County, FAZ, City, etc.). Baseline population estimates for residential, employment, and students are presented in the following sections and are summarized in Table 6.1. 6.1.2 Baseline Residential Population (2010) Baseline residential population estimates per mini-basin were calculated using 2010 Census data. A residential density was calculated for each census block as the ratio of total residential population to total residential acreage. The residential densities were applied to the residential acreage of each parcel, providing a per parcel population estimate. The parcel population estimates were aggregated by mini-basin arriving at the total population. Estimates were then adjusted based on a more detailed mini-basin by mini-basin analysis of aerial maps, parcel data, and census block data. The results are presented in Table 6.1. 6.1.3 Baseline Employment Population (2012) Baseline employment population estimates per mini-basin were calculated using 2012 Covered Employment estimates and 2011 American Community Survey (ACS) self-employment estimates. Covered employment estimates were provided by Puget Sound Regional Council (PSRC) staff. Covered employment refers to positions covered by the WA Unemployment Insurance Act, and accounts for approximately 85-90% of all employment. The Act exempts self-employed individuals, therefore this analysis accounts for this exemption by increasing the covered employment value by an additional 8.9% (ACS estimated percentage of Puyallup residents “with self-employment income”). The results are presented in Table 6.1. 6.1.4 Baseline Student Population (2014) Baseline student population estimates per mini-basin were obtained from the Puyallup School District and by surveying individual private schools for academic year 2013-2014 student enrollment data. The results are presented in Table 6.1. The location of the school sites is presented on Figure 6.1. ---PAGE BREAK--- Sewered Population Total Total Sewered Total Sewered Total Sewered Equivalent Population Population Employment Employment Student Student Puyallup 1 1,326 1,065 166 159 492 492 1,195 Puyallup 2 1,532 1,184 46 14 0 0 1,186 Puyallup 3 3,246 3,231 2,052 2,052 1,895 1,895 4,021 Puyallup 4 1,373 1,247 230 228 694 694 1,431 Puyallup 5 1,160 1,145 30 30 0 0 1,151 Puyallup 6 1,987 1,115 3,886 3,563 131 0 1,827 Puyallup 7 1,640 1,496 1,722 1,722 0 0 1,840 Puyallup 8 1,064 1,062 1,663 1,663 335 335 1,461 Puyallup 9 1,258 1,149 13 13 388 388 1,230 Puyallup 10 2,473 1,738 3,001 2,937 0 0 2,325 Puyallup 11 1,089 1,089 19 19 0 0 1,092 Puyallup 12 1,077 1,062 14 14 0 0 1,065 Puyallup 13 1,369 1,318 381 381 785 785 1,551 Puyallup 14 2,517 2,486 2,078 2,078 1,537 1,537 3,209 Puyallup 15 997 476 20 11 0 0 478 Puyallup 16 2,091 505 3,511 3,302 0 0 1,165 Puyallup 17 1,042 945 109 103 0 0 966 Puyallup 18 759 728 27 27 0 0 733 Puyallup 19 787 779 2,905 2,905 0 0 1,360 Puyallup 20 3,800 3,622 1,925 1,925 5,076 5,076 5,023 Puyallup 21 1,027 752 98 94 546 546 880 Puyallup 22 1,052 1,057 414 414 1,089 1,089 1,357 Puyallup 23 862 790 66 52 0 0 800 Puyallup 24 440 430 26 26 0 0 435 Puyallup 25 449 401 222 222 0 0 445 Puyallup 26 842 0 15 0 0 0 0 Puyallup 27 1,021 958 206 206 0 0 999 Puyallup 28 366 0 0 0 0 0 0 Puyallup 29 225 0 0 0 0 0 0 Puyallup 30 298 0 25 0 0 0 0 Puyallup 31 19 10 16 0 0 0 10 Puyallup 32 136 0 78 0 0 0 0 Puyallup 33 1,283 0 91 0 0 0 0 Puyallup 34 1,103 799 84 50 0 0 809 Puyallup 35 697 0 206 0 611 0 0 Puyallup 36 466 0 8 0 0 0 0 Puyallup 37 432 0 81 0 0 0 0 Total 43,301 32,636 25,434 24,211 13,579 12,837 40,045 1. The ratio of flow per employee to flow per resident is assumed to be 1:5. Table 6.1 City of Puyallup - Baseline Population Estimates Residential Population Student Mini-Basins Employment ---PAGE BREAK--- Puy-6 Puy-20 Puy-3 Puy-4 Puy-16 Puy-33 Puy-5 Puy-7 Puy-14 Puy-26 Puy-27 Puy-10 Puy-1 Puy-21 Puy-17 Puy-24 Puy-32 Puy-2 Puy-34 Puy-9 Puy-18 Puy-13 Puy-25 Puy-15 Puy-8 Puy-12 Puy-35 Puy-28 Puy-31 Puy-22 Puy-11 Puy-19 Puy-23 Puy-29 Puy-36 Puy-37 Puy-30 Puy-25 E H E E E C J E E E P P P P J P E E E E H J M E E E H H H E E Zeiger Elementary School Rogers High School Ridgecrest Elementary School Sunrise Elementary School Woodland Elementary School Pierce College Puyallup Ferrucci Junior High School Wildwood Elementary School Fruitland Elementary School Shaw Road Elementary School Northwest Christian School Cascade Christian Junior and High School Cascade Christian School - Puyallup Elementary Alphabet Preschool & Learning Center Kalles Junior High School All Saints School - Puyallup Spinning Elementary School Meeker Elementary School Quest Enrichment Center Maplewood Elementary School Puyallup High School Aylen Junior High School Sumner Middle School Stewart Elementary School Maple Lawn Elementary School Karshner Elementary School Sumner High School Sumner Alternative HS Walker High School Daffodil Valley Elementary School Mountain View Elementary School SR512 HWY W SR512 HWY E N MERIDIAN SR410 HWY W MERIDIAN AV E RIVER RD E MERIDIAN E RIVER RD SR410 E SR410 HWY E SR167 HWY S SR167 HWY N SR162 E S MERIDIAN Legend School Sites C College H High School J Junior High M Middle School E Elementary P Private School School Districts Puyallup School District #3 Tacoma School District #10 Sumner School District #320 Dieringer School District #343 Franklin Pierce School District #402 Fife School District #417 Base Layers City Boundary Urban Growth Area Sanitary Sewer Service Area Puyallup First Right of Refusal P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 6.1 Schools 11x17.mxd 0 1 0.5 Miles Minibasins: City of Puyallup 2013 Pierce County base data 2013 Data sources supplied may not reflect current or actual conditions. This map is a geographic representation based on information available. It does not represent survey data. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. BHC Consultants LLC., assumes no responsibility for the validity of any information presented herein, nor any responsibility for the use or misuse of the data. MAP DATE: NOVEMBER 2015 COPYRIGHT © 2015 BHC CONSULTANTS LLC., ALL RIGHTS RESERVED : Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington Figure School Sites 6.1 ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 6-4 6.1.5 Baseline Sewered Population The baseline total population estimates per mini-basin do not reflect a sewered population. Several of the mini-basins do not have fully built-out sewer systems. Further, some properties remain on septic even though sewer is adjacent or near the property. The Tacoma-Pierce County Health Department provided information on known septic systems within the Puyallup service area. BHC and the City refined and updated this information by adding the known sanitary customers. For example, if a developed parcel is not connected to the sanitary system, the parcel was assumed to be on septic. Detailed maps were developed that show sewered parcels, vacant parcels and parcels on septic (see Mini-basin maps Appendix The sewered population is estimated by using the ratio of sewered area and applying to the total population. Table 6.1 shows the baseline total and sewered population estimates by residential, employment and student populations. The “sewered population equivalent” is also shown assuming that a sewered resident generates, on average, 5-times the wastewater as an employee or student (consistent with general industry standards). Thus, employees and students are considered a “sewered population equivalent” of 20%. 6.2 Population Projections Population projections for 2020 (used for 6 year CIP), 2034 (used for 20 year CIP) and buildout are further discussed in this Section, and presented in Tables 6.2 for Residential populations, in Table 6.3 for Employment populations and in Table 6.4 for Student populations. An aggregated summary of all projections are found in Table 6.5. Projected residential and employment population estimates per mini-basin for 2020, 2034 and buildout were derived from a combined analysis of the Puget Sound Regional Council’s (PSRC) 2013 Land Use Baseline and the 2014 Pierce County Buildable Lands Inventory (BLI). PSRC is an association of cities, towns, counties, ports, and state agencies that serves as a forum for developing policies and making decisions about regional growth in the central Puget Sound region. PSRC employs population projections in order to meet the requirements of federal legislation and data needs for land use and transportation modeling. ---PAGE BREAK--- Mini-Basin Total Population Sewered Population Total Population Sewered Population Total Population Sewered Population Total Population Sewered Population Puyallup WWTP Puyallup 1 1,326 1,065 1,437 1,176 1,589 1,328 1,896 1,896 Puyallup 2 1,532 1,184 1,743 1,394 2,016 1,668 2,580 2,580 Puyallup 3 3,246 3,231 3,330 3,316 3,419 3,404 3,617 3,617 Puyallup 4 1,373 1,247 1,602 1,476 1,841 1,715 2,380 2,380 Puyallup 5 1,160 1,145 1,279 1,264 1,404 1,389 1,684 1,684 Puyallup 6 1,987 1,115 2,123 1,250 2,247 1,374 2,418 2,418 Puyallup 7 1,640 1,496 1,822 1,677 2,012 1,867 2,439 2,439 Puyallup 8 1,064 1,062 1,349 1,346 1,646 1,643 2,315 2,315 Puyallup 9 1,258 1,149 1,344 1,236 1,434 1,326 1,637 1,637 Puyallup 10 2,473 1,738 2,615 1,879 2,810 2,075 3,206 3,206 Puyallup 11 1,089 1,089 1,089 1,089 1,089 1,089 1,089 1,089 Puyallup 12 1,077 1,062 1,105 1,090 1,135 1,120 1,202 1,202 Puyallup 13 1,369 1,318 1,669 1,618 1,982 1,932 2,689 2,689 Puyallup 14 2,517 2,486 2,776 2,745 3,048 3,017 3,658 3,658 Puyallup 15 997 476 1,110 590 1,229 708 1,495 1,495 Puyallup 16 2,091 505 2,335 749 2,866 1,280 2,981 2,981 Puyallup 17 1,042 945 1,188 1,091 1,340 1,243 1,683 1,683 Puyallup 18 759 728 796 764 834 803 921 921 Puyallup 19 787 779 804 796 823 815 865 865 Puyallup 20 3,800 3,622 3,914 3,737 4,034 3,856 4,303 4,303 Puyallup 21 1,027 752 1,221 946 1,477 1,202 1,923 1,923 Puyallup 22 1,052 1,057 1,070 1,075 1,090 1,095 1,134 1,134 Puyallup 23 862 790 1,129 1,057 1,346 1,274 1,662 1,662 Puyallup 24 440 430 488 478 538 529 652 652 Puyallup 25 449 401 546 497 647 598 874 874 Puyallup 26 842 0 1,213 371 1,717 875 2,569 2,569 Puyallup 27 1,021 958 1,062 999 1,105 1,042 1,201 1,201 Puyallup 28 366 0 421 56 498 133 653 653 Puyallup 29 225 0 243 18 267 42 317 317 Puyallup 30 298 0 298 0 298 0 298 298 Puyallup 31 19 10 84 76 153 145 308 308 Puyallup 32 136 0 184 48 249 113 381 381 Puyallup 33 1,283 0 1,700 417 2,078 795 2,585 2,585 Puyallup 34 1,103 799 1,206 902 1,283 979 1,445 1,445 Puyallup 35 697 0 849 153 1,170 473 1,602 1,602 Puyallup 36 466 0 697 231 1,141 675 1,648 1,648 Puyallup 37 432 0 864 432 1,235 803 1,741 1,741 PuyallupTotal 43,301 32,636 48,706 38,040 55,090 44,425 66,051 66,051 Table 6.2 Residential Population Baseline Estimates & Projections Baseline 2020 2034 Buildout ---PAGE BREAK--- Mini-Basin Total Population Sewered Population Total Population Sewered Population Total Population Sewered Population Total Population Sewered Population Puyallup 1 166 159 166 159 166 159 166 166 Puyallup 2 46 14 55 23 64 33 83 83 Puyallup 3 2,052 2,052 2,308 2,308 2,573 2,573 3,123 3,123 Puyallup 4 230 228 237 235 244 242 259 259 Puyallup 5 30 30 41 41 51 51 73 73 Puyallup 6 3,886 3,563 4,506 4,184 5,209 4,887 6,679 6,679 Puyallup 7 1,722 1,722 1,985 1,985 2,257 2,257 2,822 2,822 Puyallup 8 1,663 1,663 1,812 1,812 1,966 1,966 2,287 2,287 Puyallup 9 13 13 13 13 13 13 13 13 Puyallup 10 3,001 2,937 3,415 3,351 3,861 3,797 4,871 4,871 Puyallup 11 19 19 19 19 19 19 19 19 Puyallup 12 14 14 14 14 14 14 14 14 Puyallup 13 381 381 387 387 393 393 405 405 Puyallup 14 2,078 2,078 2,309 2,309 2,548 2,548 3,045 3,045 Puyallup 15 20 11 20 11 20 11 20 20 Puyallup 16 3,511 3,302 3,761 3,552 4,021 3,812 4,563 4,563 Puyallup 17 109 103 167 161 227 222 352 352 Puyallup 18 27 27 36 36 45 45 64 64 Puyallup 19 2,905 2,905 3,199 3,199 3,503 3,503 4,135 4,135 Puyallup 20 1,925 1,925 2,040 2,040 2,151 2,151 2,348 2,348 Puyallup 21 98 94 98 94 98 94 98 98 Puyallup 22 414 414 417 417 420 420 427 427 Puyallup 23 66 52 66 52 66 52 66 66 Puyallup 24 26 26 38 38 50 50 75 75 Puyallup 25 222 222 543 543 876 876 1,566 1,566 Puyallup 26 15 0 15 0 15 0 15 15 Puyallup 27 206 206 206 206 206 206 206 206 Puyallup 28 0 0 0 0 0 0 0 0 Puyallup 29 0 0 0 0 0 0 0 0 Puyallup 30 25 0 25 0 25 0 25 25 Puyallup 31 16 0 372 355 747 730 1,560 1,560 Puyallup 32 78 0 269 190 545 466 1,564 1,564 Puyallup 33 91 0 98 7 124 32 175 175 Puyallup 34 84 50 84 50 84 50 84 84 Puyallup 35 206 0 206 0 206 0 206 206 Puyallup 36 8 0 8 0 8 0 8 8 Puyallup 37 81 0 101 20 124 43 175 175 PuyallupTotal 25,434 24,211 29,033 27,810 32,936 31,713 41,588 41,588 Table 6.3 Puyallup WWTP Baseline 2020 2034 Buildout Employment Population Baseline Estimate & Projections ---PAGE BREAK--- Mini-Basin Total Population Sewered Population Total Population Sewered Population Total Population Sewered Population Total Population Sewered Population Puyallup 1 492 492 535 535 642 642 862 862 Puyallup 2 0 0 0 0 0 0 0 0 Puyallup 3 1,895 1,895 2,061 2,061 2,471 2,471 3,319 3,319 Puyallup 4 694 694 741 741 856 856 1,094 1,094 Puyallup 5 0 0 0 0 0 0 0 0 Puyallup 6 131 0 142 0 171 0 229 229 Puyallup 7 0 0 0 0 0 0 0 0 Puyallup 8 335 335 364 364 437 437 587 587 Puyallup 9 388 388 388 388 388 388 388 388 Puyallup 10 0 0 0 0 0 0 0 0 Puyallup 11 0 0 0 0 0 0 0 0 Puyallup 12 0 0 0 0 0 0 0 0 Puyallup 13 785 785 990 990 1,258 1,258 1,798 1,798 Puyallup 14 1,537 1,537 1,652 1,652 1,938 1,938 2,527 2,527 Puyallup 15 0 0 0 0 0 0 0 0 Puyallup 16 0 0 0 0 0 0 0 0 Puyallup 17 0 0 0 0 0 0 0 0 Puyallup 18 0 0 0 0 0 0 0 0 Puyallup 19 0 0 0 0 0 0 0 0 Puyallup 20 5,076 5,076 5,179 5,179 5,432 5,432 5,955 5,955 Puyallup 21 546 546 594 594 712 712 956 956 Puyallup 22 1,089 1,089 1,184 1,184 1,420 1,420 1,907 1,907 Puyallup 23 0 0 0 0 0 0 0 0 Puyallup 24 0 0 0 0 0 0 0 0 Puyallup 25 0 0 0 0 0 0 0 0 Puyallup 26 0 0 0 0 0 0 0 0 Puyallup 27 0 0 0 0 0 0 0 0 Puyallup 28 0 0 0 0 0 0 0 0 Puyallup 29 0 0 0 0 0 0 0 0 Puyallup 30 0 0 0 0 0 0 0 0 Puyallup 31 0 0 0 0 0 0 0 0 Puyallup 32 0 0 0 0 0 0 0 0 Puyallup 33 0 0 0 0 0 0 0 0 Puyallup 34 0 0 0 0 0 0 0 0 Puyallup 35 611 0 665 0 797 0 1,070 1,070 Puyallup 36 0 0 0 0 0 0 0 0 Puyallup 37 0 0 0 0 0 0 0 0 PuyallupTotal 13,579 12,837 14,496 13,688 16,522 15,554 20,694 20,694 Puyallup WWTP Table 6.4 Sewered Student Populations Baseline 2020 2034 Buildout ---PAGE BREAK--- Mini-Basin Total Population Equivalents1 Sewered Population Equivalents1 Total Population Equivalents1 Sewered Population Equivalents1 Total Population Equivalents1 Sewered Population Equivalents1 Total Population Equivalents1 Sewered Population Equivalents1 Puyallup 1 1,457 1,195 1,577 1,314 1,750 1,488 2,102 2,102 Puyallup 2 1,541 1,186 1,754 1,399 2,029 1,674 2,596 2,596 Puyallup 3 4,035 4,021 4,204 4,189 4,427 4,413 4,906 4,906 Puyallup 4 1,558 1,431 1,797 1,671 2,061 1,935 2,651 2,651 Puyallup 5 1,166 1,151 1,288 1,272 1,414 1,399 1,699 1,699 Puyallup 6 2,791 1,827 3,053 2,087 3,323 2,351 3,800 3,800 Puyallup 7 1,985 1,840 2,219 2,074 2,463 2,318 3,004 3,004 Puyallup 8 1,464 1,461 1,784 1,781 2,126 2,124 2,889 2,889 Puyallup 9 1,338 1,230 1,424 1,316 1,515 1,406 1,718 1,718 Puyallup 10 3,073 2,325 3,298 2,550 3,583 2,834 4,181 4,181 Puyallup 11 1,092 1,092 1,092 1,092 1,092 1,092 1,092 1,092 Puyallup 12 1,079 1,065 1,108 1,093 1,138 1,123 1,205 1,205 Puyallup 13 1,602 1,551 1,944 1,894 2,312 2,262 3,130 3,129 Puyallup 14 3,240 3,209 3,569 3,538 3,945 3,914 4,772 4,772 Puyallup 15 1,001 478 1,114 592 1,233 710 1,499 1,499 Puyallup 16 2,793 1,165 3,088 1,460 3,671 2,043 3,894 3,894 Puyallup 17 1,064 966 1,221 1,123 1,386 1,287 1,753 1,753 Puyallup 18 765 733 803 772 843 812 934 934 Puyallup 19 1,368 1,360 1,444 1,436 1,524 1,516 1,692 1,692 Puyallup 20 5,200 5,023 5,358 5,181 5,551 5,373 5,964 5,964 Puyallup 21 1,155 880 1,359 1,084 1,639 1,363 2,134 2,134 Puyallup 22 1,352 1,357 1,390 1,395 1,458 1,463 1,601 1,600 Puyallup 23 875 800 1,142 1,067 1,359 1,285 1,675 1,675 Puyallup 24 445 435 496 486 548 539 667 667 Puyallup 25 494 445 654 606 822 773 1,187 1,187 Puyallup 26 845 0 1,216 371 1,720 875 2,572 2,572 Puyallup 27 1,062 999 1,103 1,040 1,146 1,083 1,243 1,243 Puyallup 28 366 0 421 56 498 133 653 653 Puyallup 29 225 0 243 18 267 42 317 317 Puyallup 30 303 0 303 0 303 0 303 303 Puyallup 31 22 10 159 147 303 291 620 620 Puyallup 32 152 0 237 86 358 206 693 693 Puyallup 33 1,301 0 1,719 418 2,103 802 2,620 2,620 Puyallup 34 1,120 809 1,222 912 1,300 989 1,461 1,461 Puyallup 35 860 0 1,023 153 1,370 473 1,858 1,858 Puyallup 36 467 0 699 231 1,142 675 1,649 1,649 Puyallup 37 448 0 885 436 1,260 811 1,775 1,775 PuyallupTotal 51,104 40,045 57,412 46,340 64,982 53,878 78,507 78,507 1. The ratio of flow per employee to flow per resident is assumed to be 1:5 and ratio of 1:5 for students. Table 6.5 City of Puyallup - Population Equivalents - Growth Projections Puyallup WWTP Baseline 2020 2034 Buildout ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 6-9 6.2.1 Projected Residential Population The PSRC Land Use Baseline provides population estimates for 2000 and 2010, and forecasts for 2020, 2030, and 2040 based on 2010 Census data by jurisdiction and further broken down by Forecast Area Zone (FAZ). This analysis utilizes jurisdictional forecast data to establish population projections by mini-basin within the City of Puyallup, and utilizes FAZ forecast data to establish population projections by mini-basin beyond the City of Puyallup. There are five FAZs that encompass the Service Area. Using a straight line regression analysis, jurisdiction and FAZ population growth values were interpolated for 2034 and extrapolated for build-out. The PSRC forecasted values for 2020 were accepted. This growth was distributed across residentially zoned parcels based on their residential development capacity. This analysis utilizes the Pierce County Buildable Lands Inventory (BLI) to create a development capacity per parcel to distribute PSRC’s forecasted growth across each mini- basin. The BLI identifies parcels as built out/undevelopable, vacant or underutilized given a 2030 planning horizon. The BLI provides a dwelling unit capacity per parcel from which a population growth target was calculated and distributed between the vacant and underutilized parcels. The result was a value reflecting the development capacity, or the percentage of population growth captured per parcel. The 2020, 2034 and build-out projected residential population growth values were distributed to each parcel based on development capacity. The distributed growth was aggregated by mini- basin and added to the baseline population for the projected residential population totals. Projections are adjusted based on a more detailed mini-basin by mini-basin analysis. The City reviewed the projections and provided short-term input on where development is expected to occur in the short-term. The results are presented in Table 6.2. 6.2.2 Projected Employment Population As described in Section 6.2.1 for projected residential populations, the PSRC Land Use Baseline also provides employment estimates for the same periods. The same forecasting protocol was followed for the employment projections. The employment capacity was calculated by multiplying the net buildable acreage by ‘employees per gross acre’ for each vacant and underutilized parcel. The BLI assumes a 2030 employment rate based on Pierce County Employment Survey data, 8.25 employees per gross acre of land zoned manufacturing/warehousing and 19.37 employees per gross acre of land zoned commercial/services. The growth was aggregated by mini-basin. The Land Use Baseline accounts for self-employment in its forecasts. Therefore, the employment growth is added to the 2012 covered employment totals to arrive at the mini-basin projected employment population totals. The results are presented in Table 6.3. 6.2.3 Projected Student Population Projected Student Population estimates were calculated for each public school based on the 6- year district-wide projected annual growth rate provided in the Puyallup School District #3 2013- 2018 Capital Facilities Plan, a medium range projection derived from birth and historic enrollment statistics. Public school student enrollment estimates per mini-basin for 2020, 2034 and build-out were calculated based on the district-wide growth rates extrapolated from a straight line analysis of the projected 2014-2020 annual student growth. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 6-10 Private schools were surveyed regarding facility expansion, several schools anticipated growth. However, Private schools are generally assumed to retain stable student enrollment over time. The results are presented in Table 6.4. 6.2.4 Projected Sewered Population It is assumed that all new population will connect to the sanitary sewer system for year 2020 and 2034 projections. It is assumed that the unsewered population will connect to the sanitary system so that the buildout population and sewered population will eventually be one and the same. This is represented by a straight-line regression between years 2034 and build-out year and is shown in Figure 6.2 below. 6.3 Flows 6.3.1 General As part of the 2012 ADS I/I Study, 24 flow meters were placed at different locations in the Puyallup Sanitary Sewer System. ADS and the City coordinated to choose 24 locations for the flow meters. Thus, 24 mini-basins were identified and were defined by having a single sanitary outlet and meter. ADS set up the meters at the outlets of mini-basins 1 through 24 so that, either through direct measurement or through subtraction meters, the total mini-basin wastewater generation could be determined. The meter locations are also shown on the individual mini-basin maps in Appendix E. 30,000 35,000 40,000 45,000 50,000 55,000 60,000 65,000 70,000 75,000 80,000 2010 2020 2030 2040 2050 2060 2070 PopulationEquivalent Year Figure6.2 TotalPopulationversusSeweredPopulationProjections TotalPopulationEquivalent SeweredPopulationEquivalent ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 6-11 In addition to the ADS meters the WWTP has a permanent flow meter that records all flow entering the WWTP. Daily flow is reported in Discharge Monitoring Reports (DMRs), provided to the Department of Ecology in conjunction with the NPDES permit. Hourly flow through the plant is also recorded although the information is not reported to DOE. Six flow conditions are referenced throughout the report. These flow conditions were the Average Dry Weather, Average Daily, Average Wet Weather, Maximum Month, Peak Day and Peak Hour. The conveyance system analysis focuses on Peak flows while the WWTP analysis focuses on a combination of peak and maximum month flows. Definitions of the different flow conditions are provided below: Average Dry Weather Flow – This flow condition is defined as the average daily flow for the months of July through October after a period of three days when no rainfall was recorded. For example, if it rained on July 6 but did not rain again until July 16, the July 10 through 15 flows were used in the dry weather flow analysis. The intent of presenting this data is to capture the base domestic flow conditions which represent only user generated flows with some baseline infiltration. Average Daily Flow – This flow condition captured all daily flows during the year. The average daily flow is also referred to as annual average flow. Average Wet Weather Flow – This flow condition is defined as the average daily flow from the months of November through March. All flows during this period were analyzed regardless of the amount of precipitation. The value of this data set was to understand the I/I contribution to the system. Maximum Month Flow – The maximum month flow is defined as the average flow of the maximum month. The Maximum Month Flows are of particular interest for the WWTP. Since the NPDES permit is written with discharge limitations, treatment plants are typically designed with this flow condition as the design flow. The determination of this value was based on the highest average flow. Peak Day Flow – The Peak Day Flow is the maximum total daily flow recorded at the meters during a calendar day (24 hours). The Peak Day Event was in January 7th, 2009 for the 6-year period. This peak day event corresponds to a 2.85-inch rain event and is approximately a 10-year, 24-hour storm event. Peak Hour Flow - Peak Hour Flow is defined as the peak sustained flow rate occurring during a one-hour period. It is typically used to size the collection and interceptor sewers, pump stations, piping, flow meters, and certain physical WWTP processes. The peak hour recording for the January 7th, 2009 event is shown in Table 6.6. However, it should be noted that modeling targeted a larger event. A log-pierson analysis is used to project a 25-year, 24-hour storm event, which is used as criteria in the hydraulic model. 6.3.2 Recorded Flows The components of wastewater flow evaluated include: Average Dry Weather Flow (ADWF), Annual Average Daily Flow (AAF), Average Wet Weather Flow (AWWF), Maximum Month Flow (MMF), Peak Day Flow (PDF) and Peak Hour Flows. A summary of the flow events was derived using DMR’s from the WWTP for the period of 2008 through 2013. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 6-12 Table 6.6 City of Puyallup WWTP Current Flows1 Puyallup WWTP Average dry weather flow (ADWF)2, mgd 3.02 Annual average flow (AAF), mgd 4.08 Average wet weather flow (AWWF)3, mgd 4.80 Maximum month flow (MMF)4, mgd 6.42 Peak day flow5 (PDF), mgd 19.10 Peak day flow, projected 25 year event7 20.80 Peak wet weather flow6 (PWWF), mgd 23.89 Peak wet weather flow, projected 25 year event7 26.00 Notes: 1) Values represent flow events from 2008 to 2013. 2) ADWF is defined as the average of the days with zero rainfall during four dry weather months (July through Oct) for years 2008 to 2013 with no rainfall for at least 3 days. 3) AWWF is defined as the average of five wet weather months (November through March) for years 2008 to 2013. 4) Maximum month flow (MMF) is the average flow for the maximum month, as defined in the current NPDES permit. The MMF is sometimes referred to as peak month flow and is considered the design flow for the WWTP. 5) Peak Day Flow is from wet weather event on 1/07/2009. 6) Peak Hour Flow recorded at 11:30 pm on 1/07/2009. 7) Projected 25-year Peak Day Event using Log-Pierson Analysis. PWWF factored up by 1.25 to represent estimated 25-year Peak wet weather flow event (1.25 = PDF/PWWF recorded) A graphical presentation of average daily flow at the WWTP for the period of record (2008 through 2013) is presented in Figure 6.3. Figures 6.4 and 6.5 show graphically how ADWF and AWWF are estimated. Average Dry Weather Flow (ADWF) is projected at the mini-basin level applying per capita flow rates to residential, employee and student populations. ADWF is a representation of user generated sanitary contributions with some level of baseline I/I. 75 gallons per capita day (gpcd), 15 gpcd, and 15 gpcd are used to represent the per capita rates for residents, employees, and students, respectively. Residential, employment and student average dry weather flows at the mini-basin level are shown in Table 6.7. ---PAGE BREAK--- 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 0 5 10 15 20 25 30 Precipitation (inches) Wastewater Flow (mgd) Date &ŝŐƵƌĞϲ͘ϯPuyallup Wastewater Flows vs. Precip (2008 - 2013) Puyallup WWTP Flows (mgd) Precipitation (inches) ---PAGE BREAK--- 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 0 5 10 15 20 25 Precipitation (inches) Wastewater Flow (mgd) Date &ŝŐƵƌĞϲ͘ϰWWTP Flow for July thru October days with Zero Rainfall (ADWF) Puyallup WWTP Flows (mgd) Average Dry Weather Flow Precipitation (inches) Average Dry Weather Flow = 3.02 mgd ---PAGE BREAK--- 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 0 5 10 15 20 25 Precipitation (inches) Wastewater Flow (mgd) Date &ŝŐƵƌĞϲ͘ϱWWTP Flow for November thru March (AWWF) Puyallup WWTP Flows (mgd) Average Wet Weather Flow Precipitation (inches) Average Wet Weather Flow = 4.80 ---PAGE BREAK--- Mini-Basins ADWF Total Sewered Sewer Flow Sewered Sewer Flow Sewered Sewer Flow Sewer Flow Name Population (gpd) Employment (gpd) Student (gpd) (mgd) Puyallup 1 1,065 79,875 146 2,190 492 7,380 0.0894 Puyallup 2 1,184 88,800 13 195 0 0 0.0890 Puyallup 3 3,231 242,325 1884 28,260 1895 28,425 0.2990 Puyallup 4 1,247 93,525 209 3,135 694 10,410 0.1071 Puyallup 5 1,142 85,650 28 420 0 0 0.0861 Puyallup 6 1,115 83,625 3272 49,080 0 0 0.1327 Puyallup 7 1,496 112,200 1581 23,715 0 0 0.1359 Puyallup 8 1,062 79,650 1527 22,905 335 5,025 0.1076 Puyallup 9 1,149 86,175 12 180 388 5,820 0.0922 Puyallup 10 1,738 130,350 2697 40,455 0 0 0.1708 Puyallup 11 1,089 81,675 17 255 0 0 0.0819 Puyallup 12 1,062 79,650 13 195 0 0 0.0798 Puyallup 13 1,326 99,450 350 5,250 880 13,200 0.1179 Puyallup 14 2,486 186,450 1908 28,620 1537 23,055 0.2381 Puyallup 15 476 35,700 10 150 0 0 0.0359 Puyallup 16 505 37,875 3032 45,480 0 0 0.0834 Puyallup 17 945 70,875 95 1,425 0 0 0.0723 Puyallup 18 728 54,600 25 375 0 0 0.0550 Puyallup 19 779 58,425 2668 40,020 0 0 0.0984 Puyallup 20 3,622 271,650 1768 26,520 5076 76,140 0.3743 Puyallup 21 752 56,400 86 1,290 546 8,190 0.0659 Puyallup 22 1,057 79,275 380 5,700 1089 16,335 0.1013 Puyallup 23 790 59,250 48 720 0 0 0.0600 Puyallup 24 430 32,250 24 360 0 0 0.0326 Puyallup 25 401 30,075 180 2,700 0 0 0.0328 Puyallup 26 0 0 0 0 0 0 0.0000 Puyallup 27 958 71,850 189 2,835 0 0 0.0747 Puyallup 28 0 0 0 0 0 0 0.0000 Puyallup 29 0 0 0 0 0 0 0.0000 Puyallup 30 0 0 0 0 0 0 0.0000 Puyallup 31 2 150 0 0 0 0 0.0002 Puyallup 32 0 0 0 0 0 0 0.0000 Puyallup 33 0 0 0 0 0 0 0.0000 Puyallup 34 799 59,925 46 690 0 0 0.0606 Puyallup 35 0 0 0 0 0 0 0.0000 Puyallup 36 0 0 0 0 0 0 0.0000 Puyallup 37 0 0 0 0 0 0 0.0000 Total 32,636 2,447,700 22,208 333,120 12,932 193,980 2.97 Residential Employment Student Population Table 6.7 City of Puyallup Flow Projections Baseline Calibration ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 6-17 The November 23, 2011 storm is used as a starting point for establishing basin Inflow and Infiltration (I/I) rates by mini-basin. Flow data from the storm is factored up and calibrated to match a projected 25-year peak day storm of 20.80 mgd. I/I rates in gallons per acre day are estimated for each mini-basin. A potential limitation of using the November storm as a starting point is that the I/I may be more influenced by an Inflow component. A storm later in the winter would likely reflect a more significant infiltration component when groundwater is likely at a higher level. As discussed previously, ADWF is estimated as a function of population and per capita sewer rates. I/I is calculated as a function of I/I rates and sewered acreage, adjusting for parks and wetland areas. A similar method is used for future projections. Table 6.8 shows future flow projections for ADWF, AAF, MMF, PDF and PWWF measures. Table 6.8 City of Puyallup WWTP Flow Projections Parameter Baseline 2020 2034 Build-out Average dry weather flow (ADWF), mgd 3.02 3.48 4.04 5.89 Annual average flow (AAF), mgd 4.08 4.70 5.46 7.96 Maximum month flow (MMF), mgd 6.42 7.40 8.59 12.52 Peak day flow (PDF)3, mgd 20.80 24.08 27.78 47.50 Peak wet weather flow (PWWF)3, mgd 26.00 30.10 34.73 59.38 Equivalent Sewered Population 40,045 46,340 53,878 78,507 Notes: 1) Per capita flow rates applied population projections to estimate future ADWF. 2) I/I contribution (gpad) calibrated to 2010 flows then increased at 7% per decade due to assumed pipe degradation. 3) Peak Day and Peak Wet Weather Flow shown in table are based on projected 25-year flow events. 6.3.3 Infiltration and Inflow by Basin Two main flow events were analyzed from the ADS monitoring period – a November 22, 2011 rain event of 2.01 inches and a January 20, 2012 rain event of 1.4 inches. See Table 6.9 for comparison. Three different I/I metrics are used in the analysis: gallons per acre, gallons per lineal foot, and gallons per inch-diameter/mile. Although the storm events were scaled up for the model, the analysis may be useful to understand the source of the I/I. For instance, basins that are ranked higher during the November storm but not during the January storm may have more problems with inflow. Conversely, in January, when the groundwater is typically higher, basins which are ranked higher may have more problems with infiltration. Additionally, the City is currently conducting a Smoke Testing Study (See Appendix At the time of this writing, the City is evaluating the results of the study and developing policies to abate the cross-connections. ---PAGE BREAK--- Mini-Basins Domestic Flow ADWF Peaked RDII4 RDII RDII RDII RDII4 RDII RDII Name (mgd) (mgd) (gpad) (gal/lf) (gal/inch- dia/mile) (mgd) (gal/lf) (gal/inch- dia/mile) Puyallup 1 168 24,484 38 0.14 0.39 2,328 16 10,345 0.09 4 2,387 Puyallup 2 140 25,598 44 0.14 0.10 715 4 2,267 0.16 6 3,626 Puyallup 3 466 69,241 128 0.46 1.45 3,113 21 11,327 1.12 16 8,749 Puyallup 4 241 39,334 61 0.16 0.29 1,201 7 4,763 0.37 9 6,078 Puyallup 5 215 35,124 70 0.13 0.32 1,491 9 4,585 0.43 12 6,161 Puyallup 6 316 22,601 56 0.20 0.20 632 9 3,584 0.39 17 6,988 Puyallup 7 124 21,139 33 0.21 0.19 1,535 9 5,844 0.44 21 13,534 Puyallup 8 141 25,839 42 0.17 0.87 6,173 34 20,828 0.67 26 16,040 Puyallup 9 102 15,441 29 0.14 0.12 1,177 8 4,141 0.16 10 5,521 Puyallup 10 227 26,984 47 0.26 0.16 705 6 3,378 0.21 8 4,434 Puyallup 11 134 22,713 37 0.13 0.18 1,345 8 4,932 0.18 8 4,932 Puyallup 12 151 23,202 35 0.12 0.14 926 6 3,983 0.17 7 4,836 Puyallup 13 204 25,589 41 0.18 0.33 1,615 13 8,021 0.40 16 9,723 Puyallup 14 385 60,775 141 0.37 1.41 3,660 23 10,018 1.62 27 11,511 Puyallup 15 47 13,732 21 0.06 0.07 1,475 5 3,364 0.08 6 3,844 Puyallup 16 185 24,611 46 0.13 0.20 1,080 8 4,377 0.20 8 4,377 Puyallup 17 141 27,132 49 0.11 0.32 2,265 12 6,500 0.26 10 5,281 Puyallup 18 124 18,045 27 0.08 0.08 644 4 2,926 0.12 7 4,389 Puyallup 19 117 16,309 25 0.15 0.35 2,980 22 13,878 0.22 14 8,723 Puyallup 20 414 54,447 112 0.58 0.38 918 7 3,396 0.31 6 2,771 Puyallup 21 88 17,328 28 0.10 0.08 911 5 2,835 0.06 4 2,126 Puyallup 22 152 23,381 35 0.16 0.72 4,744 31 20,536 0.40 17 11,409 Puyallup 23 105 17,020 27 0.09 0.20 1,902 12 7,329 0.18 11 6,596 Puyallup 24 97 10,959 18 0.05 0.36 3,695 33 20,431 0.32 29 18,161 Puyallup 25 171 22,222 68 0 Puyallup 26 0 - 0 0 Puyallup 27 124 25,344 85 0 Puyallup 28 0 - 0 0 Puyallup 29 0 - 0 0 Puyallup 30 0 - 0 0 Puyallup 31 0 - 0 0 Puyallup 32 0 - 0 0 Puyallup 33 0 - 0 0 Puyallup 34 109 17,503 47 0 Puyallup 35 0 - 0 0 Puyallup 36 0 - 0 0 Puyallup 37 0 - 0 0 Notes 1. Lineal footage is the total footage of sewer pipe within each basin. The metric takes into account quantity of pipe within each basin. 2. Inch Diameter Mile is calculated by multiplying pipe size by length and summing in each basin. The metric takes into account pipe size and quantity within each basin. 3. 11/22/2011 Rain Event corresponds to a 2.01 inch recorded precipitation(KC Hydrologic Information Center); 1/20/12 event is approximately 1.4 inch rain event (ADS temp precip gauge). 4. Measured and recorded data from 2012 ADS I/I Study. See Table 4.1, page 21. 5. For analysis purposes, sewered area is adjusted to discount parks and wetlands, some of which may be sewered. Table 6.9 City of Puyallup ADWF and I/I Flow Projections Inflow and Infiltration for 11/22/2011 Rain Event3 Inflow and Infiltration for 1/20/2012 Rain Event3 Adjusted Sewered Area5 (acres) Footage of pipe (lf) Inch Diameter*Mile1 (Inch-mile) RDII (gpad) 537 1,145 2,405 1,533 2,004 1,840 1,232 3,554 4,754 1,570 926 1,345 1,124 1,957 4,206 1,686 1,080 3,285 966 1,873 749 683 2,635 1,712 Egregious - Top 6 High - 2nd 6 Medium - 3rd 6 Low - Bottom 6 Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured Not Measured ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 6-19 Puyallup Fairgrounds Analysis The Puyallup Fairgrounds hosts the Washington State Fair (the Fair) every year for 17 days in September. Reportedly, the Fair will be adding more days in 2016. On average, the Fair gets over 1.1 million visitors during this two and half week period. There are also other events most weekends throughout the year but the Fair is by far the most significant. Beginning in 2016, the Fair will be extended to 24 days. From 2008 to 2013, the Average Dry Weather Flow (ADWF) for days during the Fair was approximately 3.30 mgd. Similarly, the ADWF for the month of August from 2008 to 2013 was 2.90 mgd. This 400,000 gallon per day difference can be estimated as a domestic user increase from users at the Fair. ADWFfairgrounds = 0.40 mgd Additionally, it is estimated that 1.12 million persons attend the fair yearly. The average length of the fair is 17 days. Thus, a per capita usage for fair users can be estimated: ADWFfairgrounds use per capita = 6.2 gallons per capita per day The fairgrounds have an unusual condition in that they are allowed to divert the stormwater into the wastewater system and eventually the WWTP. Operationally, there is a valve that diverts portions of the stormwater system to the sanitary sewer. The main purpose of diversion is to collect runoff from livestock wash downs in the sanitary sewer system instead of allowing this polluted runoff to enter the stormwater system and Meeker Creek. During wet weather events the Fair has potential to contribute significant amounts of inflow if the valve is left open. By examining an event on September 6, 2013 of 1.72 inches, it is estimated that approximately 64 acres of 100% impervious fairgrounds inflow entered the sewer system. This corresponds to approximately 1.74 million gallons of additional inflow per inch of rainfall. Although the storm to sewer cross-connection is important we recognize the Fair occurs during a normally dry weather period with low groundwater. Thus, despite the potential for added inflow during the Fair the largest flow events are likely to occur in Winter months when groundwater is higher. East Valley Area Analysis An analysis was performed for the East Valley Sewer Area, including the area known as the “Van Lierop Annexation”. A memorandum was provided to the City on November 13, 2014. The Analysis for East Valley Sewer Service Area is included as Appendix I. Industrial Users In addition to the residential, employee and student users there are three industrial dischargers within the Puyallup service area that generate industrial type wastewater. Industrial users are included because of the unusual loading characteristics of the wastewater. The Industrial Users include the following which require special NPDES permits and reporting with the City of their sanitary sewer discharges: x Cintas (laundry). Averages 19,000 gpd with high BOD values approaching 1,600 mg/l and TPH of 170 mg/l. Flows as high as 26,000 gpd have been recorded. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 6-20 x Unifirst (industrial laundry). Averages 30,000 gpd. Reported metals discharges include cadmium 0.26 mg/l, chromium 0.45 mg/l, copper 0.61 mg/l, lead 0.73 mg/l, zinc 2.03 mg/l. x Air Products (industrial gases). Wastewater discharges include a batch discharge of 10,000 gpd of sanitary flow, 300 gpd vehicle wash and continuous discharge of 400 gpd. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 7-1 Chapter 7 Model Construction and Capacity Analysis 7.1 Model Analysis Approach Modeling was performed to evaluate existing conveyance facilities under the current and projected population and related flow scenarios. Recommended system improvements were based, in part, on the deficiencies found during the modeling analysis. A hydraulic capacity analysis of the City’s existing sewer network was undertaken with the use of MIKE Urban modeling software. The MIKE Urban hydraulic model, developed by the Danish Hydraulic Institute (DHI), is a fully-dynamic model and is designed specifically for modeling urban sanitary and combined sewer systems. This model operates interactively with ArcGIS. 7.2 Model Input Parameters 7.2.1 Data Sources The following information was obtained for use in constructing a hydraulic model of the existing sewer network: City-provided GIS base access system including manhole/points, pipes/links, and lift station information Lift station as-built, record drawings and plan drawings information were provided to supplement GIS data. Lift Station data sheets was compiled into a summary table, as shown in Table 5.3. As-builts were used, when available, to obtain estimated pump curve information. Pump curves were input based on a stated pump station capacity by the City. Projects slated for construction are also considered if the project would result in physical changes in the system. For example, Ridge North Lift Station was recently eliminated by a gravity diversion. The model was updated to reflect this physical change for future flow scenarios. 7.2.2 Modeling of Physical System Features There are 37 mini-basins within the City’s sanitary sewer service area (Figure 5.2). Of this total 24 basins were established by the flow meter locations associated with the 2012 ADS I/I Study. All basins are tributary to the City owned and operated WWTP. During model construction it was discovered that there was some questions surrounding the original GIS information. The GIS base map was built over time and with varying information. The GIS map used different horizontal and vertical datum, a combination of field measure downs and as-built depths and likely had some outdated information. It was determined that supplemental field survey would help ensure more accurate model results. KPG, Inc. was contracted to perform a survey to update the physical attributes in the model. The survey did not include every manhole in the Puyallup sanitary system. Only those manholes on sewer mainlines 10-inches and larger were field surveyed. The horizontal datum is AND 83/11 South Zone and the vertical datum is NAVD 88. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 7-2 A total of 780 manholes or “nodes” were imported to the model from the KPG survey. Pipes or “links” were imported from City-provided GIS base map then connected to the nodes through a snapping command in MIKE Urban. The remaining periphery links were manually trimmed out of the model. 8-inch pipes were manually input to the model in some locations to create a more accurate representation of actual conditions. Figure 7.1 compares the total system coverage with the modeled system coverage for pipes greater than 8-inches. Blue lines show what was provided by the new field survey while the thinner purple lines show the system originally provided from the City’s GIS information. Figure 7.1 – Modeled System vs. GIS Comparison Pump stations were manually input into the model based on GIS locations. BHC and the City used as-built and current known operating conditions to estimate pump capacity, controls and wet well configuration. These parameters are shown in Table 5.3. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 7-3 Fourteen of the City’s twenty-two operated lift stations in the sanitary sewer service area were modeled in MIKE Urban. All stations, except the 19th and Pioneer Lift Station (LS were modeled as constant speed pumps. LS 4 was modeled as a variable speed pump to mimic real conditions. LS 4 is also unique because it alternates pumping through one of two force mains under normal operating conditions. The force mains have different discharge points of the lift station. The model was set up to simulate a variable speed pump and a two force main operating condition. 7.2.3 Model Loading The intent of the model is to simulate a 25-year flow event through the Puyallup Sanitary System thus projecting current and future flow conditions and system deficiencies. Flows were input to the model for projected peak day values then spread across the day by a normalized storm hydrograph. Mini-basin 1 through 24 used hydrographs based off the 11/23/11 storm event while the remaining basins used an assumed storm hydrograph based on typical storm patterns. ADS meter information for basins 1 through 24 were utilized to better represent an actual storm event response. An example storm hydrograph for mini-basin Puy 9 is shown in Figure 7.2 below. Figure 7.2 – Example of Normalized Hydrograph Basin flows were generally spread evenly across the model nodes. In some cases, mostly when modeling pump stations, a higher proportion of flow was allocated to some areas of the basin. 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 Flow(mgd) Time NormalizedStormHydrographͲ Puy09on11/23/11 30minavg ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 7-4 7.3 Surcharge Criteria The City and BHC worked to define a surcharge criterion to evaluate system deficiencies and create recommended improvements. A gravity pipe was considered deficient if the maximum hydraulic grade line was greater than one pipe diameter above the crown of the pipe during a 25-year storm event. This means that pipes are scheduled for upsizing when existing or forecasted sewage depth exceeds 200% of the pipe diameter. Allowing for some surcharging above the pipe recognizes that 25-year flow events do not occur often and thus allow for temporary manhole surcharging during these flow events. It is believed that all finished floor elevations of served parcels are at least one pipe diameter higher than the sewer mains. The City’s design standards require a minimum slope of 2% for the lateral and side sewer. The fall in these lines plus the depth needed for making the sewer connection will easily exceed the surcharge allowance.This level of service also provides for a CIP program that is more affordable for the utility versus a level of service with no allowable surcharging as was the previous standard. 7.4 Model Calibration Model calibration is an iterative process to match model values to measured real world data. Three main calibration points were used in this analysis: 1. WWTP Flows: Discharge Monitoring Reports and instantaneous flow data was used to calibrate the flow at the WWTP under baseline conditions 2. Flow Meter Information: Meters from the 2012 ADS I/I Study were used to check outlet flows at each basin. The flows were measured relative to other mini-basins and checked against storm events in the ADS monitoring period. 3. Pump station information: By evaluating the modeled pump output to the design operating point (if available) of current pump station. This ensures pump stations are modeled similar to how they operate. 7.5 Existing Conditions Results The baseline results indicated five main areas which are projected to exceed the surcharge criteria during a 25-year storm event. 1. Gravity piping upstream of LS 38 (4th and River Road Lift Station) and LS 38 capacity is not expected to keep up with influent flows during a 25-year event. 2. Adverse slope in 14th St SW and 9th Ave SW. Pipes were either installed at negative grade or more likely have settled over time. Sewage is actually conveyed through the pipe from a lower elevation to a higher elevation in a small part of the gravity system. This requires driving head and as a result the pipe is surcharging even under low flow events. The adverse pipe slope causes a “choke point” in the system and further surcharging is projected upstream of the pipes during a large storm event. 3. The Bradley Lake Line is expected to surcharge during larger flow events. The line is also environmentally sensitive and hard to maintain due to the proximity to Bradley Lake. 4. The pipes at the outlet out of mini-basin 19, or at the intersection of 14th Ave SW and SR512, are projected to surcharge during high flow conditions. 5. The pipes at the outlet out of mini-basin 22, or along W Pioneer Ave between 18th St SW and 12 St NW, are expected to surcharge during high flow conditions. Each of these system deficiencies was evaluated through conversations with the City for desired improvements. A trial and error approach was then conducted to upsize gravity and ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 7-5 pump stations to resolve the surcharging while minimizing the costs of the improvements. Note that the shown improvements also account for replacement due to mechanical failure, O&M, and other desired replacement reasons beyond predicted surcharging. 7.6 6-Year Model Results In addition to the deficiencies listed above, the following surcharging is expected under high flow events on a 6-year time horizon: 1. The sewer line of East Main Lift Station (LS 16) is projected to surcharge during high flow conditions. Similar to the approach described above, the City was consulted and the most cost-effective approach was suggested to stay within the surcharging criteria for a 25-year flow event. These improvements are detailed in a 6-year capital improvement plan (CIP). Note the CIP also includes projects for alternative reasons such as pump station obsolescence and known maintenance problems in the system. Figure 7.3 shows an overview of the recommended 6- year capital improvements. See Chapter 9 and Appendix E Mini-basin maps for more in depth information about the CIP. 7.7 20-Year Model Results In a 20-year projected flow simulation the system is expected to have the following deficiencies for a 25-year flow event. Again, these deficiencies are in addition to those listed above in an existing and 6-year model simulation. 1. The cross valley trunk that runs in 9th Ave SW and 12th Ave SE is expected to surcharge during high flow conditions as population increases. 2. The 8-inch gravity main from mini-basin 12 to the cross valley trunk is expected to surcharge during high flow conditions. 3. The 8-inch gravity main along Shaw Road, in mini-basins 1 and 4, is expected to surcharge during high flow conditions. Due to some uncertainty in the model and future growth/development patterns these portions of the system will be monitored when the system is stressed under future high flow events. The 20-year improvements are included in the plan but will need to be evaluated again in future years. Figure 7.4 shows an overview of the recommended 20-year capital improvements. Note that the shown improvements also account for replacement due to mechanical failure, O&M, and other desired replacement reasons beyond predicted surcharging. Table 7.1 shows expected or anticipated design capacity for each lift station in 2034 (20-year projection). See Chapter 9 and Appendix E Mini-basin maps for more in depth information about the CIP. ---PAGE BREAK--- COPYRIGHT © 2015 BHC CONSULTANTS LLC. ALL RIGHTS RESERVED This map is a geographic representation based on information available. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. 7.3 Figure Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington September 2015 6-Year Capital Improvements, 27TH AV SE 74TH AV E 122ND ST E 104TH ST E M E R IDI AN A V E 122ND AV E 70TH AV E 84TH ST E 96TH ST E 128TH ST E 94TH AV E ORTING HWY E 39TH AV SE 4TH AV NW 48 T H S T E 86TH AV E P A RK W O O D B L V D GRAHAM AV PIONEER WY E SILVER ST M I L IT A R Y R D E 13TH ST SE 132ND ST E TAC O MA RD 118TH ST E SUMNER AV 136TH ST E PARK ST 9TH AV SE 112TH ST E 7TH ST NW 12TH AV SE 80TH AV E 80TH ST E 62ND AV E R E SERVOIR RD E W PIONEER MAIN ST E 31S T AV SW MCCUTCH E ON RD E 21ST ST SE 4TH ST NW 19 T H A V SE 13TH ST SW 5TH ST NE WILLOW ST 13TH AV NW EL M S T 23RD AV SE M A IN S T ACADEMY ST 15TH AV S E 123 R D ST E SHAW RD E PIONEER 124TH ST E N LEVEE RD E NORTH LEVEE RD E SR51 2 HWY E 78TH AV E E MAIN 6TH AV SW 133 R D A V E 108TH AV E 2ND AV NE 63R D S TCT E 39TH AV SW 43RD AV SE 11 6TH ST E 7 T H AV SW 115TH ST E 19TH AV SW 7TH ST SE 7TH AV SE MERIDIAN E MILWAUKE E AV E 1 2 7TH S T E P A R K S T E 3RD ST SW PIPELINE RD E 18TH S T SE HO UST O N RD E 16TH ST 11TH ST NW 36TH ST E 5 3RD STCT E 25TH ST SE SR4 10 HWY E EL M S T E KINCAID AV 102ND ST E VALLEY AV 126TH AV E RIVER RD E 6 1ST A V E 112TH AV E SR410 HWY W N MERIDIAN 129TH ST E S WOODLAND 15TH AV SW 5TH AV SW 3R D ST NW 52ND ST E 2N D ST NW 5TH AV NE 9TH AV SW 4TH AV SW 3RD AV NW 15TH ST NW 5TH ST S E VALLEY AV E 100TH S T E 7TH ST SW 9TH ST SW 100 T H AV E VALLEY AV NW 10TH AV SE 5TH AV NW 11TH ST SW STEWART AV E 20TH AV SE RAD I ANC E B L V D E 114TH AV E 31ST AV SE N LE VEE R D RYAN AV 126TH ST E 32ND ST E PUYAL L U P ST RAINIER ST 56TH ST E CA LD W ELL RD E GARY ST FRYAR AV 72ND ST E 109T H AVCT E 37TH AV S E 98TH AV E 43RD STCT E S R51 2 H W Y W 138TH S T E RIVER RD T A CO M A AV TODD RD NW BE N S TON DR E 21ST ST NW 3 3R D AV S E 120TH ST E P E ASE AV VA L L EY AV N E 45TH STC T E 88 TH ST E 106TH ST E 1 5 0 TH A V CT E FA I RVIE W DR 26TH ST E ED GE W OO D DR E W VALLE Y HWY E WEST VALLEY HWY E E VAL L E Y H WY E E AS T VALL E Y H WY E SR162 E 111TH AV E SR167 HWY S TR AF FIC AV 9TH ST NW WOO D LAN D AV E CHERRY A V SR167 HWY N S F R U ITLA N D 120TH AV E W IL D W O O D P A RK DR 21ST ST SW HIG H L A ND S B LVD S U M N ER H EI G HT S D R E WOOD AV 18TH ST NW 17TH ST SW 1 1 6T H AV CT E 9 7 TH A V E 90TH AV E FREEMAN RD E 1 3 6 T H A V E CHRISE LL A R D E MON T A VIS TA D R E 110TH AV E 66T H AV E RIVE R GR OVE D R 102ND AV E 14TH ST SW S TA TE ST 98TH AVCT E 72ND AV E 18TH ST SW 2 0 TH ST SE 34 T H ST SE F IR L AND DR INTER AV 106TH AV E 3 6T H S T SE 134TH AV E 16TH ST SW 142ND AV E 153RD AV E Puyallup WWTP Sumner WWTP Cherrywood MHP WWTP 4 5 6 8 10 16 18 20 24 25 26 27 29 30 31 32 34 35 38 : P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 7.3 6-Year CIP 8.5x11.mxd 9/10/2015 ctolentino 0 4,000 2,000 Feet Legend " Pump Station TP Treatment Plant Sewer Main 2015 - 2020 Improvements City Boundary Urban Growth Area Sanitary Sewer Service Area Puyallup First Right of Refusal based on surcharge requirements ---PAGE BREAK--- COPYRIGHT © 2015 BHC CONSULTANTS LLC. ALL RIGHTS RESERVED This map is a geographic representation based on information available. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. 7.4 Figure Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington September 2015 20-Year Capital Improvements, 27TH AV SE 74TH AV E 122ND ST E 104TH ST E M E R IDI AN A V E 122ND AV E 70TH AV E 84TH ST E 96TH ST E 128TH ST E 94TH AV E ORTING HWY E 39TH AV SE 4TH AV NW 48 T H S T E 86TH AV E P A RK W O O D B L V D GRAHAM AV PIONEER WY E SILVER ST M I L IT A R Y R D E 13TH ST SE 132ND ST E TAC O MA RD 118TH ST E SUMNER AV 136TH ST E PARK ST 9TH AV SE 112TH ST E 7TH ST NW 12TH AV SE 80TH AV E 80TH ST E 62ND AV E R E SERVOIR RD E W PIONEER MAIN ST E 31S T AV SW MCCUTCH E ON RD E 21ST ST SE 4TH ST NW 19 T H A V SE 13TH ST SW 5TH ST NE WILLOW ST 13TH AV NW EL M S T 23RD AV SE M A IN S T ACADEMY ST 15TH AV S E 123 R D ST E SHAW RD E PIONEER 124TH ST E N LEVEE RD E NORTH LEVEE RD E SR51 2 HWY E 78TH AV E E MAIN 6TH AV SW 133 R D A V E 108TH AV E 2ND AV NE 63R D S TCT E 39TH AV SW 43RD AV SE 11 6TH ST E 7 T H AV SW 115TH ST E 19TH AV SW 7TH ST SE 7TH AV SE MERIDIAN E MILWAUKE E AV E 1 2 7TH S T E P A R K S T E 3RD ST SW PIPELINE RD E 18TH S T SE HO UST O N RD E 16TH ST 11TH ST NW 36TH ST E 5 3RD STCT E 25TH ST SE SR4 10 HWY E EL M S T E KINCAID AV 102ND ST E VALLEY AV 126TH AV E RIVER RD E 6 1ST A V E 112TH AV E SR410 HWY W N MERIDIAN 129TH ST E S WOODLAND 15TH AV SW 5TH AV SW 3R D ST NW 52ND ST E 2N D ST NW 5TH AV NE 9TH AV SW 4TH AV SW 3RD AV NW 15TH ST NW 5TH ST S E VALLEY AV E 100TH S T E 7TH ST SW 9TH ST SW 100 T H AV E VALLEY AV NW 10TH AV SE 5TH AV NW 11TH ST SW STEWART AV E 20TH AV SE RAD I ANC E B L V D E 114TH AV E 31ST AV SE N LE VEE R D RYAN AV 126TH ST E 32ND ST E PUYAL L U P ST RAINIER ST 56TH ST E CA LD W ELL RD E GARY ST FRYAR AV 72ND ST E 109T H AVCT E 37TH AV S E 98TH AV E 43RD STCT E S R51 2 H W Y W 138TH S T E RIVER RD T A CO M A AV TODD RD NW BE N S TON DR E 21ST ST NW 3 3R D AV S E 120TH ST E P E ASE AV VA L L EY AV N E 45TH STC T E 88 TH ST E 106TH ST E 1 5 0 TH A V CT E FA I RVIE W DR 26TH ST E ED GE W OO D DR E W VALLE Y HWY E WEST VALLEY HWY E E VAL L E Y H WY E E AS T VALL E Y H WY E SR162 E 111TH AV E SR167 HWY S TR AF FIC AV 9TH ST NW WOO D LAN D AV E CHERRY A V SR167 HWY N S F R U ITLA N D 120TH AV E W IL D W O O D P A RK DR 21ST ST SW HIG H L A ND S B LVD S U M N ER H EI G HT S D R E WOOD AV 18TH ST NW 17TH ST SW 1 1 6T H AV CT E 9 7 TH A V E 90TH AV E FREEMAN RD E 1 3 6 T H A V E CHRISE LL A R D E MON T A VIS TA D R E 110TH AV E 66T H AV E RIVE R GR OVE D R 102ND AV E 14TH ST SW S TA TE ST 98TH AVCT E 72ND AV E 18TH ST SW 2 0 TH ST SE 34 T H ST SE F IR L AND DR INTER AV 106TH AV E 3 6T H S T SE 134TH AV E 16TH ST SW 142ND AV E 153RD AV E Puyallup WWTP Sumner WWTP Cherrywood MHP WWTP 4 5 6 8 10 16 18 20 24 25 26 27 29 30 31 32 34 35 38 : P:\Mapping\Maps_Generated\Puyallup\13-10323.00\013 - Assemble Draft Plan\maps\Fig 7.4 20-Year CIP 8.5x11.mxd 9/10/2015 ctolentino 0 4,000 2,000 Feet Legend " Pump Station TP Treatment Plant Sewer Main 2021 - 2040 Improvements City Boundary Urban Growth Area Sanitary Sewer Service Area Puyallup First Right of Refusal based on surcharge requirements ---PAGE BREAK--- Pump Station Pump Station Pump Number of Pump Existing Capacity 2034 Capacity Needed No. Name Type Pumps Manufacturer & Model GPM (if capacity exceeds existing) GPM 4 19th and Pioneer Submersible 5 Wemco-Hidrostal 11,490 16,000* 5 North Puyallup Centrifugal 3 Cornell 600 850+ 6 South Hill Mall Centrifugal 2 Smith & Loveless 275 (eliminated/abandoned) 8 Brookstone Submersible 2 Hydromatic S4PX 400 No Extra Capacity Needed 10 Costco Submersible 2 Paco Type ODSC Pump Model 4012-21-25 HP 400 No Extra Capacity Needed 16 East Main Submersible 2 Hydromatic S4KX 650 No Extra Capacity Needed 18 Meadows Submersible 2 CP-3127 280 800* 20 Blackstone Submersible 2 CP3152.091-MT 590 No Extra Capacity Needed 24 Riverside Centrifugal 2 Smith & Loveless 4B2B 319 No Extra Capacity Needed 25 Clark's Creek Submersible 2 Myers 125 N/A 26 Candlewood Centrifugal 2 Smith & Loveless 150 No Extra Capacity Needed 27 9th and Pioneer Submersible 2 NP3102.980 206 250* 29 Stewart Gardens Submersible 2 CP3085 Impeller#436 225 500* 31 Ridge N Submersible 2 Hydromatic S4MX, 8.5" Impeller 450 No Extra Capacity Needed 32 23rd and Tacoma Submersible 2 Hydromatic 200 N/A 34 Cherokee Centrifugal 2 Smith & Loveless 4B2B 300 Max, 140 Duty 210 duty + 35 N/A 38 4th and River Centrifugal 3 Chicago 1,000 2,250+ * These pump stations show influent flows greater than the firm pumping capacity of the existing station. However, under the 20-year high flow scenario the tributary collection and conveyance system didn't not violate the 200% surcharging allowance. Therefore, no CIP was necessary. + These pump stations were upgraded as part of the 6-year CIP Approx. 928 12th Ave SW This station serves one or two residences Table 7.1 - Pump Station Capacity - Existing vs. Future ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 7-9 7.8 Reducing Inflow and Infiltration (I/I) The previous hydraulic analysis is capacity driven and assumes pipe degradation (i.e. more I/I) over time. This approach assumes I/I worsens at an exponential rate over time. A 7% degradation factor per decade was applied to the existing gallons per acre day (gpad) which is consistent with results from the King County I/I Study (King County Regional Infiltration and Inflow Control Program, December 2005). A secondary analysis was conducted to examine whether it is cost effective to use a more pro- active approach to remove I/I. In theory, removing inflow and infiltration may eliminate or postpone capacity upgrades in the conveyance system as well as the WWTP. The pro-active removal of I/I approach was compared to the more traditional approach of increasing pipe sizes to accommodate existing and future flows (without any aggressive I/I removal measures). System flow projections using a more proactive I/I approach is shown in the table below: Table 7.2 City of Puyallup WWTP Flow Projections with I/I Reduction Parameter 2020 2034 Peak day flow (PDF), mgd 21.24 24.57 Peak wet weather flow (PWWF), mgd 26.55 30.71 Equivalent Sewered Population 46,340 53,878 Under the I/I analysis the most egregious basins are targeted. The eight basins with the highest projected I/I contributions for 2034 (without I/I measures) are: Basin I/I Rate (gpad) 14 8,159 19 7,098 27 6,868 22 6,666 8 5,380 24 4,323 5 4,329 7 4,042 Given these inflow and infiltration rates, it was assumed that 30% reduction of I/I was feasible in these eight basins. The King County I/I study is used for the basis of the 30% assumption. It is assumed that only right-of-way sanitary system improvements would be targeted during a pro- active approach. Note that private property improvements may significantly increase the amount of I/I removed, but is often politically and financially unfeasible. The reduced basin I/I rates are: ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 7-10 Basin I/I 30% removal) 14 5,711 19 4,969 27 4,808 22 4,666 8 3,766 24 3,026 5 3,030 7 2,829 Projected flows were updated using these reduced I/I rates and then loaded into the new 2034 model simulation. The decreased flow significantly reduces surcharging in many parts of the system. More specifically, a reduced I/I would eliminate the following capital improvement projects: Puy 14A – (contributing mini-basins with high I/I: 7 and 14) Puy 14B – (contributing mini-basins with high I/I: 7 and 14) Puy 14C – (contributing mini-basins with high I/I: 7 and 14) Puy 14E – (contributing mini-basins with high I/I: 7 and 14) Puy 27C – (contributing mini-basins with high I/I: 5, 7, 14, 19, 22, 24 and 27) Partial avoidance of Puy 19A. – (contributing mini-basin with high I/I: 19) The majority of the CIP projects that would be eliminated by an aggressive I/I program are found in mini-basins 14 and 27 (note mini-basin 14 flows into mini-basin 27). Consequently, only the I/I removal efforts would be necessary for those mini-basin that contribute directly to the CIP projects in either mini-basin 14 or 27. Therefore, I/I removal measures in mini-basins 8, 22 and 27 would not be necessary. Figure 7.5 shows an overview of the avoided capital improvements under the pro-active I/I removal approach described above. In total the expected construction avoidance costs are estimated at approximately $8.2 million dollars in today’s value. Though the WWTP has sufficient capacity (with or without a pro-active I/I removal approach), the plant would have reduced manpower, pumping and polymer costs if I/I was removed. These avoided O&M costs at the WWTP were characterized as: x WWTP and conveyance manpower x WWTP and conveyance pumping x WWTP Polymer usage Additionally, the plant manager has expressed concerns that the biological health of the plant is significantly affected during periods of high flow. Existing biomass within the process units is washed out requiring several days/weeks to be re-established. One consideration is the addition of an offline, flow equalization basin to minimize this hydraulic wash out. Estimating the construction and allied costs of reducing inflow and infiltration mini-basins is difficult. Even in the King County study areas there are large variances in average pipe condition, age, material, elevation or ground water levels, and maintenance practices across the ---PAGE BREAK--- COPYRIGHT © 2015 BHC CONSULTANTS LLC. ALL RIGHTS RESERVED This map is a geographic representation based on information available. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. 7.5 Figure Sanitary Sewer System Comprehensive Plan City of Puyallup, Washington May 2015 Avoided Capital Improvements 27TH AV SE 74TH AV E 122ND ST E 104TH ST E M E R IDI AN A V E 122ND AV E 70TH AV E 84TH ST E 96TH ST E 128TH ST E 94TH AV E ORTING HWY E 39TH AV SE 4TH AV NW 48 T H S T E 86TH AV E P A RK W O O D B L V D GRAHAM AV PIONEER WY E SILVER ST M I L IT A R Y R D E 13TH ST SE 132ND ST E TAC O MA RD 118TH ST E SUMNER AV 136TH ST E PARK ST 9TH AV SE 112TH ST E 7TH ST NW 12TH AV SE 80TH AV E 80TH ST E 62ND AV E R E SERVOIR RD E W PIONEER MAIN ST E 31S T AV SW MCCUTCH E ON RD E 21ST ST SE 4TH ST NW 19 T H A V SE 13TH ST SW 5TH ST NE WILLOW ST 13TH AV NW EL M S T 23RD AV SE M A IN S T ACADEMY ST 15TH AV S E 123 R D ST E SHAW RD E PIONEER 124TH ST E N LEVEE RD E NORTH LEVEE RD E SR51 2 HWY E 78TH AV E E MAIN 6TH AV SW 133 R D A V E 108TH AV E 2ND AV NE 63R D S TCT E 39TH AV SW 43RD AV SE 11 6TH ST E 7 T H AV SW 115TH ST E 19TH AV SW 7TH ST SE 7TH AV SE MERIDIAN E MILWAUKE E AV E 1 2 7TH S T E P A R K S T E 3RD ST SW PIPELINE RD E 18TH S T SE HO UST O N RD E 16TH ST 11TH ST NW 36TH ST E 5 3RD STCT E 25TH ST SE SR4 10 HWY E EL M S T E KINCAID AV 102ND ST E VALLEY AV 126TH AV E RIVER RD E 6 1ST A V E 112TH AV E SR410 HWY W N MERIDIAN 129TH ST E S WOODLAND 15TH AV SW 5TH AV SW 3R D ST NW 52ND ST E 2N D ST NW 5TH AV NE 9TH AV SW 4TH AV SW 3RD AV NW 15TH ST NW 5TH ST S E VALLEY AV E 100TH S T E 7TH ST SW 9TH ST SW 100 T H AV E VALLEY AV NW 10TH AV SE 5TH AV NW 11TH ST SW STEWART AV E 20TH AV SE RAD I ANC E B L V D E 114TH AV E 31ST AV SE N LE VEE R D RYAN AV 126TH ST E 32ND ST E PUYAL L U P ST RAINIER ST 56TH ST E CA LD W ELL RD E GARY ST FRYAR AV 72ND ST E 109T H AVCT E 37TH AV S E 98TH AV E 43RD STCT E S R51 2 H W Y W 138TH S T E RIVER RD T A CO M A AV TODD RD NW BE N S TON DR E 21ST ST NW 3 3R D AV S E 120TH ST E P E ASE AV VA L L EY AV N E 45TH STC T E 88 TH ST E 106TH ST E 1 5 0 TH A V CT E FA I RVIE W DR 26TH ST E ED GE W OO D DR E W VALLE Y HWY E WEST VALLEY HWY E E VAL L E Y H WY E E AS T VALL E Y H WY E SR162 E 111TH AV E SR167 HWY S TR AF FIC AV 9TH ST NW WOO D LAN D AV E CHERRY A V SR167 HWY N S F R U ITLA N D 120TH AV E W IL D W O O D P A RK DR 21ST ST SW HIG H L A ND S B LVD S U M N ER H EI G HT S D R E WOOD AV 18TH ST NW 17TH ST SW 1 1 6T H AV CT E 9 7 TH A V E 90TH AV E FREEMAN RD E 1 3 6 T H A V E CHRISE LL A R D E MON T A VIS TA D R E 110TH AV E 66T H AV E RIVE R GR OVE D R 102ND AV E 14TH ST SW S TA TE ST 98TH AVCT E 72ND AV E 18TH ST SW 2 0 TH ST SE 34 T H ST SE F IR L AND DR INTER AV 106TH AV E 3 6T H S T SE 134TH AV E 16TH ST SW 142ND AV E 153RD AV E Puyallup WWTP Sumner WWTP Cherrywood MHP WWTP 4 5 6 8 10 16 18 20 24 25 26 27 29 30 31 32 34 35 38 : P:\Mapping\Maps_Generated\Puyallup\13-10323.00\006 - Project Future Population & Flows\maps\Fig 7.5 Avoided CIP under I_I Approach 8.5x11.mxd 5/12/2015 ctolentino 0 4,000 2,000 Feet Legend " Pump Station TP Treatment Plant Sewer Main 2015 - 2020 CIP 2021 - 2040 CIP City Boundary Urban Growth Area Sanitary Sewer Service Area Puyallup First Right of Refusal Under Pro-Active I/I Approach ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 7-12 various study areas. The City of Kirkland is an example of a study area that observed I/I reductions rates similar to the 30% I/I reduction targeted above. Total of avoided costs of implementing the I/I reduction program for the targeted CIPs includes the following. Even though the Kirkland results indicated a 30% reduction in the peak I/I, this reduction has been applied to all flows throughout the year, which will overestimate the avoided costs and is a very conservative assumption. Based on a 30 percent reduction it is estimated that a total annual volume of 34 million gallons of I/I will be removed. This translates to a reduction of approximately 2.3% of the total flow at the WWTP. Present Value of Avoided Capital Improvement (mini-basins 14, 19 and 27): $ 8,200,000 Avoided manpower costs: Annual WWTP manpower (16 hrs/yr x 5 people x $50/hr): $ 4,000 Annual conveyance manpower (16 hrs/yr x 3 people x $50/hr): $ 2,400 Avoided power costs: Annual liquid stream pumping costs at WWTP: $ 270 Annual conveyance pumping costs: $ 1,000 Avoided polymer costs: Annual WWTP polymer costs (1 ppm @ $25/lb): $ 7,100 TOTAL annual avoided O&M costs: $14,770 20-year present value of avoided O&M costs: $ 219,700 Present Value of avoided costs realized through the I/I removal $ 8,419,700 Project data from City of Kirkland pilot study is used to estimate potential project costs in the City of Puyallup. The City of Kirkland estimated a 28% reduction in I/I after implementing a $1.19 million dollar construction project. The project targeted sewer mains, manholes, and laterals; it did not seek to reduce I/I through rehabilitation of private property side sewers. Approximately 25% of the sewer mains were rehabilitated in the target basin. More specifically 4,157 lineal feet of sewer main, 74 laterals and 18 manholes were rehabilitated as part of the City of Kirkland project. Unit cost in 2008 dollars was $285/linear foot or approximately $325 in 2015 dollars at 2% inflation. The table below shows the Puyallup basins mentioned above, total mainline footage, 25% of mainline footage and estimated project costs at $325 per lineal foot of rehabilitation. Mini-Basin Sewer Main (lf) 25% Sewer Main Total Estimated Project Cost ($285 per lf rehab) 14 59,635 14,910 $4,846,000 19 15,786 3,950 $1,284,000 24 11,058 2,770 $900,000 5 34,732 8,680 $2,821,000 7 21,038 5,260 $1,710,000 The total estimated project construction and allied cost to reduce inflow and infiltration in the five contributing basins is $11.6 million dollars. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 7-13 Many factors influence the cost effectiveness of an I/I removal program. Factors such as system age, groundwater levels and pipe materials all are important in making this feasibility determination. The variability of these, and other, factors clearly affect the decision to pursue I/I removal. Despite the uncertainty of applying the City of Kirkland conclusions, it is felt that the wide disparity between the cost of removing the I/I and the avoidance costs clearly suggests that a proactive I/I removal program is not likely to be cost effective. Though this analysis suggests that the City should proceed with the more traditional approach of up-sizing pipes when they are under capacity, there are steps that the City should take to minimize the volume of I/I from entering the system. The measures should include establishing design standards for new construction which would prevent I/I such as water tight locking lids in low areas, HDPE butt-fused pipe and HDPE manholes in areas of high ground water. Though this analysis of the eight highest I/I contributing mini-basins did not prove to be cost effective, it is possible that a more detailed and basin-specific evaluation might determine smaller areas that would be cost effective. It is suggested that the City consider specifically focusing on mini-basin 14 as a possible source of I/I and the potential elimination of the CIPs for that basin. The City should periodically review and revisit the cost effectiveness of I/I removal, particularly if suspected sources are discovered that may be removed easily and inexpensively. The City also has conducted a smoke testing study (see Appendix N) that identified suspected areas of inflow. These areas should be the focus of removing the cross connections on private property. The City of Kirkland project constructed sewer rehabilitations only in public right-of-way. Some of the other King County pilot projects underwent side sewer and private property sewer rehabilitations which resulted in greater than 30% I/I reduction. Although there is potential for greater I/I reduction, private property projects are more visible or invasive and as a result may be prone to conflict. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 8-1 Chapter 8 Puyallup Wastewater Treatment Facility 8.1 Introduction The purpose of this section is to evaluate the Puyallup Wastewater Treatment Plant for it’s ability to meet treatment objectives over the planning period. The Puyallup treatment plant liquid stream consists of a main influent screw pump lift station, a headworks with flow measurement and two mechanical rotary fine screens, two banks of four rectangular primary clarifiers, two trains of aeration basins with biological selector, anoxic and aerobic zones, two circular secondary clarifiers, and ultraviolet light (UV) disinfection. The disinfected plant effluent is discharged through a 42-inch diameter outfall into the Puyallup River. The solids stream includes primary sludge de-gritting and gravity thickening, waste activated sludge (WAS) centrifuge thickening and anaerobic digestion of the combined sludges. The digested sludge is currently dewatered using a belt press, but a project is underway to replace the belt press with screw presses. A detailed description of the existing unit processes is presented in Section 8.6. The original Puyallup WWTF was built in 1955 and has had significant upgrades / expansions in 1983 and 2000. Some of the original 1955 (59 year old) structures, including the original solids handling building and site drainage pump station, are still in use and are deteriorated. Some of the major process equipment, including three of the four influent lift station pumps, the non- potable water pumps, the anaerobic digester covers and the belt press were installed in 1983, and are over 30 years old. In 1998-2000 the secondary process was converted from a rotating biological contactor (RBC) process to a nitrogen removal activated sludge process, in order to meet new effluent standards. Major components added at that time include the aeration basins and new, larger, secondary clarifiers. The Puyallup Plant layout is shown in Figure 8.1. 8.2 Treatment Requirements The Puyallup wastewater treatment plant operates under the terms of NPDES Permit No. WA- 003716-8 effective December 1, 2014. There were no significant changes from the prior permit. A copy of the permit is included in Appendix K. The treatment plant effluent requirements established by the permit are a maximum concentration of 30 milligrams per liter (mg/l) for biochemical oxygen demand (BOD), 30 mg/l for total suspended solids (TSS), 100 per 100 ml for fecal coliform bacteria density and 4.2 mg/l for ammonia nitrogen during the months of May to October and 6.8 mg/l the remainder of the year. ---PAGE BREAK--- ' ( ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 8-3 The current permit also includes limits for copper. The copper limit of 8.5 µg/l (which went into effect in 2007) requires the addition of a chemical precipitant (Metclear MR 2405- sodium trithiocarbonate) to drop the copper concentration levels from about 15 µg/l to about 3.5 µg/l. The precipitant reacts with dissolved copper to form particulate copper. The particulate copper is embedded with the suspended solids, so effluent suspended solids concentrations below about 7 mg/l are necessary to meet the copper limit. 8.3 Treatment Performance Based on a five-year record of plant daily monitoring reports (DMRs), the plant effluent quality has been excellent. Effluent BOD and TSS concentrations have averaged about 3.4 and 4.6 mg/l, respectively. average effluent BOD and TSS concentrations are very consistent, with the BOD seldom over 5 mg/l and the TSS less than 10 mg/l (see Figure 8.2). Effluent ammonia concentrations are normally less than 0.1 mg/l, with an occasional excursion to about 2 mg/l. Effluent copper concentrations average about 3.5 µg/l, with an occasional excursion to 8.0 µg/l. 8.4 NPDES Permitted Capacity and Historical Loading The NPDES permit specifies the permitted capacity of the plant. The Puyallup WWTF is permitted to treat a maximum flow of 13.98 mgd, a maximum month BOD load of 14,525 pounds and a maximum month TSS load of 15,550 pounds. The “maximum month” criterion is the highest average loading in one calendar year. Section VE4 (Table 5) of the NPDES Permit states that the City needs to submit a plan and schedule to Ecology to maintain capacity if the influent flow or load reaches 85% of the design criteria. When flows reach 11.88 mgd or the BOD load reaches 12,346 pounds per day the City will be subject to this condition. Table 8.1 shows the historic influent flow and load record for the period from 2009 through 2014. Table 8.1 Historic Influent Flows and Loads* Flow, mgd BOD, Max Mo. TSS, Max Mo. Year Average Annual Max Mo. Max Day mg/l lbs/day mg/l lbs/day 2009 4.09 6.43 19.10 253 9,096 274 15,149 2010 4.24 6.32 9.44 240 9,054 261 9,797 2011 4.04 5.79 11.38 232 8,019 249 9,127 2012 4.42 6.70 10.40 230 8,966 242 9,768 2013 3.91 4.68 9.15 268 9,593 271 9,680 2014 4.56 7.98 - 257 9,796 247 9,379 Permit Limit 13.98 14,525 15,550 85% of Permit 11.88 12,346 13,218 * Maximum month flow, BOD and TSS do not occur in the same months each year ---PAGE BREAK--- 0 2 4 6 8 10 12 JanͲ08 JunͲ08 NovͲ08 AprͲ09 OctͲ09 MarͲ10 AugͲ10 JanͲ11 JulͲ11 DecͲ11 MayͲ12 OctͲ12 AprͲ13 SepͲ13 Date Figure8.2 PuyallupWWTP BODandTSSEffluent ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 8-5 As shown, the influent flows and loads are well below the rated plant capacity. The maximum month flows have averaged about 6.31 mgd over the last six years and are only about 57% of the plant design flow capacity. The maximum month BOD loads have averaged about 9,087 pounds per day over the last six years and are only about 63% of the plant design BOD capacity. The influent flows and loads have been very consistent over this period, except for the maximum daily flow and maximum month TSS in 2009. In 2014, the flows and loads were the highest recorded in the last six years, which is consistent with the general increase in economic activity. 8.5 Violations and Bypasses The Puyallup WWTP has consistently met the effluent limitations and remained in compliance with the NPDES Permit since 2009. The plant has never had a bypass. 8.6 Future Capacity Evaluation A capacity analysis has been conducted as part of this comprehensive plan to predict what equipment or processes, if any, are likely to exceed their ability to handle plant flows and loads during the planning period. The capacity analysis is presented as Table 8.2. Projections for future flows and loads were made based on predicted population growth for the Puyallup service area. The flow projections calculated for the Puyallup plant gave a maximum flow of 7.40 mgd in the year 2020 and 8.59 mgd in year 2034. These projected flows are far less than the overall rated capacity of 13.98 mgd for the plant and do not exceed the 85% criteria (11.88 mgd) within the planning period. The projected maximum month BOD loadings for the plant are 9,968 pounds per day in 2020 and 12,392 pounds per day in year 2034. The BOD loading in 2034 is under the permit limit, but above the 85% criteria, so planning for plant expansion should begin in about year 2030. Though this future planning document will evaluate all elements of the plant, the exceedance of the BOD loading limits will likely include expansion of the biological streams. The projected TSS lbs/day maximum month loading for the Puyallup plant is 10,532 and 13,092 lbs/day, in years 2020 and 2034, respectively. The projected TSS load in year 2034 is under the 85% criteria. In addition to the overall plant capacity analysis, the capacity of the plant’s individual unit processes were evaluated against typical design values, as shown in literature that is widely consulted in the wastewater engineering field, including “Wastewater Engineering: Treatment and Reuse”, by Metcalf & Eddy; “Design of Municipal Wastewater Treatment Plants”, prepared jointly by the Water Environment Federation (WEF) and American Society of Civil Engineers (ASCE); and “Criteria for Sewage Works Design” (the Orange Book) by the Washington State Department of Ecology Using these projections, the capacities of the unit processes were compared with commonly accepted design values, as shown on Table 8.2. The capacity for the mechanical equipment used was based on the manufacturer’s rating and the plant design data. None of the unit processes are projected to be significantly overloaded during the planning period, except the secondary clarifier overflow rates during peak hourly flows in about year 2030. ---PAGE BREAK--- Design / Plant Projected DOE Orange Book Component Year 2020 Year 2034 Buildout Typical Range Range Flow, MGD Average Annual 9.46 5.12 5.95 8.67 Maximum Month 13.98 7.40 8.59 12.52 Peak Hour 27.38 30.10 34.73 59.38 BOD5, lbs/day Max month AVG 14,525 12,343 14,328 20,883 TSS, lbs/day Max month AVG 15,550 10,532 13,092 19,077 Total Kjeldahl Nitrogen (TKN), lbs/day Max month AVG 3,435 1,851 2,149 3,133 Main Plant Lift Station Type Screw lift pumps Number, each 4 Capacity, gpm: Pump no. 1 6,600 Pump no. 2 6,600 Pump no. 3 7,245 Pump no. 4 6,600 Total firm capacity , gpm 19,800 Total firm capacity , MGD 28.5 Influent Screens Number, each 2 Screen opening, mm 4 Capacity, each, MGD 17.9 Total capacity, MGD 35.8 Bank 1 Primary Clarifiers Number, each 4 Straight Length, feet 150 80-130 50-300 > 10 Width, feet 20 16-32 10-80 < 24 Side water depth, feet 8.5 14 10-16 8-14 Settling Area each, sq feet 3,000 Volume/unit, gal 175,100 Hydraulic Loading/unit, mgd @ design avg annual flow 2.37 1.28 1.49 2.17 @ design max month flow 3.50 1.85 2.15 3.13 @ peak hour flow 6.85 7.53 8.68 14.85 Surface loading rate/unit, gpd/sf: @ design avg annual flow 788 427 [PHONE REDACTED] 800-1200 800-1200 @ design max month flow 1,165 617 716 1,043 @ peak hour flow 2,282 2,508 2,894 4,948 2500 2000-3000 2000-3000 Detention Time/unit, hr @ design avg annual flow 1.78 3.28 2.83 1.94 @ design max month flow 1.20 2.27 1.96 1.34 2.0 1.5-2.5 @ peak hour flow 0.61 0.56 0.48 0.28 Bank 2 Primary Clarifiers Number, each 2 Length, feet 150 80-130 50-300 > 10 Width, feet 24 16-32 10-80 < 24 Side water depth, feet 10 14 10-16 8-14 Settling Area each, sq feet 3,600 Volume/unit, gal 243,000 Hydraulic Loading/unit, mgd @ design avg annual flow 3.55 1.92 2.23 3.25 @ design max month flow 5.24 2.78 3.22 4.70 @ peak hour flow 10.27 11.29 13.02 22.27 Surface loading rate/unit, gpd/sf: @ design avg annual flow 985 533 [PHONE REDACTED] 800-1200 800-1200 @ design max month flow 1,456 771 895 1,304 @ peak hour flow 2,852 3,135 3,618 6,185 2500 2000-3000 2000-3000 Detention Time/unit, hr @ design avg annual flow 1.64 3.04 2.61 1.79 @ design max month flow 1.11 2.10 1.81 1.24 2.0 1.5-2.5 accepting all influent flow Table 8.2 Puyallup WWTP Tables 5-21 Table 5-20 Table 5-20 Design Metcalf and Eddy Tables 5-21 (with largest out of service) accepting all influent flow in excess of bank no. 1 capacity ---PAGE BREAK--- Design / Plant Projected DOE Orange Book Component Year 2020 Year 2034 Buildout Typical Range Range Table 8.2 Puyallup WWTP Design Metcalf and Eddy @ peak hour flow 0.57 0.52 0.45 0.26 Aeration Basins Number, each 3 Length, feet 150 Width, feet 80 Side water depth, feet 21 Total volume each, cubic feet 252,000 Total volume each, MG 1.88 Aerobic volume each, MG 1.16 Hydraulic loading/unit, MGD @ design avg annual flow 3.15 1.71 1.98 2.89 @ design max month flow 4.66 2.47 2.86 4.17 @ peak hour flow 9.13 10.03 11.58 19.79 Total Detention Time, hr @ design avg flow 14.3 26.4 22.7 15.6 @ design max month flow 9.7 18.3 15.8 10.8 3 - 5 @ peak flow 4.9 4.5 3.9 2.3 MLSS Conc, mg/L 2,850 2500 1500-4000 MLSS mass/basin, lbs. 27,572 BOD loading/ basin, lbs @ design avg annual BOD 1,227 1,647 1,911 2,786 @ design max month BOD 2,905 2,469 2,866 4,177 F:M Ratio, max mo. 0.11 0.09 0.10 0.15 0.2 - 0.6 Sludge Yield, lbs/lb BOD 1.00 Aerobic SRT, days @ average annual BOD 22.5 16.7 14.4 9.9 @ design max month BOD 9.5 11.2 9.6 6.6 8-10 days 3-15 days Secondary Clarifiers Number, each 2 Diameter, feet 110 Side water depth, feet 16.0 Settling area, each, sf 9,500 Surface loading rate/unit, gpd/sf: Table 8-7 @ design avg flow 498 269 313 456 400-700 @ design max month flow 736 389 452 659 @ peak flow 1,441 1,584 1,828 3,125 1,000-1,600 Solids loading rate/unit, lb/sf·h @ design avg flow 0.74 0.40 0.47 0.68 0.8 - 1.2 @ design max month flow 1.09 0.58 0.67 0.98 @ peak flow 2.14 2.35 2.72 4.64 1.6 UV Disinfection Type Peak design flow, MGD 27.4 Design transmittance, % Number of channels 1 Number of banks 2 Modules per bank 9 Lamps per module 8 Max power per lamp, kW 2.8 Total max power, kW 403.2 Effluent Pumps Type Number, each 4 Capacity each, gpm: 8,300 Total firm capacity , gpm 24,900 Total firm capacity , MGD 35.9 Primary Sludge Production Primary sludge, lbs/day @ design avg 1,996 2,157 2,680 3,905 @ design max month 9,330 6,319 7,855 11,446 Primary sludge concentration 2.0% Primary sludge , gpd Horizontal medium pressure UV Vertical propeller pumps Table 8-16 assumes 40% removal in primary clarifiers assumes 50% return activated sludge (RAS) ---PAGE BREAK--- Design / Plant Projected DOE Orange Book Component Year 2020 Year 2034 Buildout Typical Range Range Table 8.2 Puyallup WWTP Design Metcalf and Eddy @ design avg 11,964 12,932 16,068 23,414 @ design max month 55,935 37,885 47,094 68,622 Primary Sludge Pumps Type Number, each 4 Capacity, each, gpm 110-220 Gravity Sludge Thickener Number, each 1 Diameter, feet 35 Settling area, sq feet 962 Side water depth, feet 10 Surface loading rate, gpd/sq feet @ design avg 12 13 17 24 @ design max month 58 39 49 71 @ peak pumped flow= 440 gpm 659 659 659 659 380 - 760 Solids loading rate, ppd/sq feet @ design avg 2.1 2.2 2.8 4.1 Table 14-19 @ design max month 17.3 6.6 8.2 11.9 20-30 Underflow solids concentration 6.0% 5 - 10% Thickened Primary Sludge, gpd @ design avg 3,988 4,311 5,356 7,805 @ design max month 18,645 12,628 15,698 22,874 Secondary Sludge Production Secondary sludge, lbs/day @ design avg 4,295 5,763 6,690 9,750 @ design max month 10,168 8,640 10,030 14,618 Secondary sludge concentration 1.2% Secondary sludge , gpm @ design avg 30 40 46 68 @ design max month 71 60 70 101 Secondary Sludge Pumps Type Number, each 2 Capacity, each, gpm 200 Centrifuge WAS Thickening Number 1 Capacity, gpm 200 Thickened Secondary Sludge Thickened WAS concentration 4.4% Thickened WAS, gpd @ design avg 11,703 15,705 18,230 26,571 @ design max month 27,707 23,545 27,332 39,836 Primary Anaerobic Digesters Number, each 2 Diameter, feet 50 Side water depth, feet 23 Volume, each, cf 45,000 Volume, each, gallons 336,600 Table 14-27 Retention time, days @ design avg 42.9 33.6 28.5 19.6 @ design max month 14.5 18.6 15.6 10.7 16 15-20 Volatile solids loading, lbs/cf/day @ design avg 0.05 0.07 0.08 0.12 @ design max month 0.12 0.10 0.12 0.17 0.10-0.30 VSS destruction 45% VSS destruction, lbs/day @ design avg 2,071 2,779 3,225 4,701 @ design max month 4,902 4,166 4,836 7,048 Progressive cavity Centrifugal recessed impeller ---PAGE BREAK--- Design / Plant Projected DOE Orange Book Component Year 2020 Year 2034 Buildout Typical Range Range Table 8.2 Puyallup WWTP Design Metcalf and Eddy Total solids from digester, dry lbs/day @ design avg 4,220 5,141 6,145 8,955 @ design max month 14,595 10,794 13,049 19,016 Digested sludge concentration 3.5% Digested sludge volume, gpd @ design avg 14,455 17,614 21,050 30,677 @ design max month 50,001 36,977 44,704 65,147 Screw Press Dewatering Number each 1 Hydraulic capacity, gpm 40 Screw press run time, hrs/week @ design avg 42 51 61 89 @ design max month 146 108 130 190 ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 8-10 A narrative description of the existing unit treatment components included in Table 8.2 is summarized below: 8.6.1 Main Plant Lift Station Wastewater enters the facility at the main plant lift station, which lifts the sewage to the headworks structure using four inclined, concrete-channel screw pumps. The four pumps have a total capacity of 27,000 gpm (38.9 MGD) and a “firm” capacity (with the largest pump out of service) of 19,800 gpm (28.5 MGD). The projected peak instantaneous flow is 30.10 MGD and 34.73 MGD in years 2020 and 2034, respectively. So the lift station has sufficient capacity to accommodate projected flows with all pumps operable, but not with the largest pump out of service. The influent screw pumps have performed well, but were originally installed in 1983, so they are over 30 years old. Individual components, such as bearings and drives can be replaced as needed, but the carbon steel screws are rusting. Rusting is believed due to high hydrogen sulfide concentrations accumulating under the odor covers (see photo). The screws must be re-coated every 5 to 6 years. The screws should be replaced with larger stainless steel screws and/or additional foul air venting should be provided under the covers. 8.6.2 Headworks Sewage discharged from the lift station flows by gravity thru the open channel headworks, which includes influent flow metering, sampling and screening. The flow is metered using a 48-inch throat Parshall flume, which has a maximum capacity of 43.9 MGD. The flow is then directed to two parallel cylindrical basket fine (4 mm) screens. Each screen has a hydraulic capacity of 17.9 MGD, for a total capacity of 35.8 MGD. The projected peak hour flow in year 2034 is 34.7 MGD, so the headworks has sufficient capacity to accommodate projected flows for the planning period, but not at full buildout. 8.6.3 Primary Clarifiers Sewage from the headworks flows by gravity to one of two banks of primary clarifiers. Bank no. 1 includes four rectangular primary clarifiers. Each primary clarifier in bank no. 1 has a surface area of 3,000 square feet (sf) for a total bank area of 12,000 sf. Based on a peak hour overflow rate of 3,000 gpd/ sf, bank no. 1 (alone) has a peak hour flow capacity of 36.0 MGD. The projected peak hour flow in year 2034 is 34.7 MGD, so bank no. 1 alone has sufficient capacity to accommodate projected flows for the planning period. Bank no. 2 has never been utilized, and based on current projections should not be needed until about year 2040. Bank no. 2 originally had four rectangular clarifiers, but two are being repurposed for use as the new sludge dewatering structure. Each of the two remaining clarifiers ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 8-11 in bank no. 2 has a surface area of 3,600 sf for a total bank area of 7,200 sf. Based on a peak hour overflow rate of 3,000 gpd/ sf, bank no. 2 (alone) has a peak hour flow capacity of 21.6 MGD. The total capacity of the six primary clarifiers is 57.6 MGD, which is below the full buildout prediction of 59.4 MGD. The primary clarifiers were installed in 2000, so the drives and collector mechanisms are about 14 years old. Clarifiers no. 1 and 2 are used almost exclusively (continuously), so the operators have begun replacing these drives. Clarifiers no. 3 (shown) and 4 are drained. Consideration should be given to replacing the flights on all of the clarifiers, due to wear on numbers 1 and 2, and UV sunlight damage on clarifiers no. 3 and 4. 8.6.4 Aeration Basins Effluent from primary clarifier bank no. 1 flows by gravity to the aeration basin mix box, where it is mixed with return activated sludge. The plant includes three parallel aeration basins. Each basin is divided into separate zones, including three biological selectors, two anoxic and four aerobic zones, in series. The selectors are provided to favor the formation of “selected” bacteria with good settling characteristics, the anoxic zones (lack of free oxygen) are provided for denitrification and the aerobic zones are sized for complete nitrification, with a design aerobic solids retention time (SRT) of about 9.5 days at design BOD loads. These basins provide for biological ammonia and total nitrogen removal. As shown in Table 8.2, at the projected maximum influent BOD load, and assuming 40% BOD removal in the primary clarifiers, the projected aerobic SRT is 9.6 days in year 2034. This is in excess of the design SRT, so the aeration basins have sufficient capacity for the projected loads during the planning period. In order to provide for efficient denitrification, the anoxic basins must be mixed and without free dissolved oxygen. As currently configured, aeration basins no. 1 and 2 are mixed with coarse bubble diffusers and aeration basin no. 3 is mixed with submersible mixers. The operators prefer the ability to adjust the air rates based on sludge settling characteristics, so adding coarse bubble diffusers should be considered for basin no. 3. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 8-12 8.6.5 Secondary Clarifiers Mixed liquor from the aeration basins flows by gravity to a splitter box, which divides the flow equally to two 110 foot diameter secondary clarifiers where the suspended mixed liquor solids are separated from the liquid effluent. Based on the relatively low surface overflow rates during average annual and maximum flow conditions the effluent total suspended solids concentrations average about 4.6 mg/l, compared to normal secondary effluent that generally averages about 15 to 25 mg/l. As shown in Table 8.2, the secondary clarifier peak hourly flow overflow rate in 2020 is projected to be about 1,584 gpd/ sf, and is projected to increase to about 1,828 gpd/ sf at the end of the planning period (2034). The secondary clarifiers are currently below the normal peak hour design overflow rate of 1,600 gpd/ sf, but will soon exceed that value. As previously discussed, the plant operators have found (based on experience), that it is necessary to achieve a total suspended solids concentration of about 7 mg/l, or less in order to meet the copper concentration standard. This very low concentration is achievable, based on the low hydraulic loading. In the future however, achieving solids concentrations below 7 mg/l may become problematic as the flows increase due to growth. At that time, the plant should consider adding effluent filters to ensure continuous compliance with the copper concentration standard, even during high flow periods. 8.6.6 UV Disinfection Clarified effluent from the secondary clarifiers flows by gravity to a medium-pressure, high- intensity ultraviolet light (UV) disinfection system. Disinfection occurs in a single open channel with two banks of submerged UV lamps. The UV system was designed for a peak flow of 27.4 MGD at a light transmittance of 55%. Measured transmittance is in the range of 63 to 75%, likely due to the low suspended solids concentrations from the secondary clarifiers. The actual capacity of the UV system is likely higher than the current rated capacity due to the better transmittance. Each UV bank contains 72 x 2.8 kW lamps, for a total energy requirement of 201.6 kW per bank, or 403 kW total. Medium-pressure UV lamps are an aging technology that is only about 10-12% efficient in terms of power required per UV dose. Newer low-pressure, high-intensity UV lamps are about twice as efficient and operate at a lower temperature, which make cleaning easier. Consideration should be given to updating this system (or replacing it with a chemical disinfectant), based on reduced energy consumption and cleaning labor requirements. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 8-13 8.6.7 Sludge Handling Primary sludge is de-gritted in a “Slurry-cup” grit cyclone and then thickened in a gravity thickener. Waste activated sludge is thickened using a centrifuge. The thickened sludges are then pumped to primary and secondary anaerobic digesters. The anaerobic digesters are each 50 feet in diameter x 23-feet side water depth, for a volume of 336,600 gallons each. Based on thickening primary sludge to 6.0% and waste activated sludge to 4.4%, the retention time in the digesters is projected to be 21.3 days in year 2020 and 17.1 days in year 2034. The minimum required detention time is 15 days, so the anaerobic digesters will be reaching capacity shortly after the end of the planning period. The existing belt press sludge dewatering system is being replaced with a new screw press facility. The new screw press will have a capacity of 40 gpm, which will require a run time of about 99 hours per week in 2020 and 123 hours (5.1 days) per week in year 2034. The new facility has provisions for adding a second screw press in the future. The resulting dewatered, Class B sludge is hauled by contract to the Tenelco Beneficial Use Facility in the Wenatchee area. The hauled quantity of dry solids ranges from 650 to 700 dry tons per year. 8.7 Future Regulatory Issues for WWTP The existing liquid stream processing at the Puyallup facility regularly produces compliant effluent and the capacity of the plant can easily handle the projected flows and loads. However, as noted below, there is one potential regulatory issue that could impact the plant requirements at some future date beyond the expiration date of the new permit or beyond year 2019. ---PAGE BREAK--- City of Puyallup Comprehensive Sewer Plan February 2016 8-14 8.7.1 Effluent Concentration Limits The Department of Ecology (DOE) is reviewing and revising surface water quality standards, WAC173-201A, with respect to human health-based standards for toxic materials. This could affect the allowable discharge standards for toxic materials, such as heavy metals, PCBs, dioxins, etc. The DOE is basing the new standards on human risk of exposure from eating fish and shellfish that have accumulated these toxics in their tissue over time. If the quantity of fish and shellfish being consumed by humans is increased, then the concentrations of toxics being discharged will need to be reduced to result in the same exposure. The DOE is also revising how it computes aquatic life-based standards with respect to toxics which are immediately harmful to fish in the outfall discharge zone. The DOE has previously used 7Q10 (the smallest values over 7 consecutive days in a 10 year period) to compute river low flow periods. The lowest river flow was then used to compute the allowable discharge concentrations that result in the maximum concentrations in the discharge zone. DOE is proposing to use a new computer model to more accurately compute minimum river flows. This may also lower discharge standards for ammonia and heavy metals. 8.8 Plant Improvements and Additional Needs The future infrastructure is described below and shown in Figure 8.3 8.8.1 Structure Age / Condition In general, concrete structures and buildings have a normal service life of 50 to 60 years. The existing Solids Handling Building was constructed in 1955, so it is 59 years old and nearing the end of its useful life. The Solids Handling Building has had annexes added in 1983 and 1988. It now houses a sludge holding tank, grit removal equipment, the gravity primary sludge thickener, the centrifuge WAS thickener, sludge pumps, and the belt press dewatering and sludge truck load facility. The building also houses wet wells and pumps for returning sludge thickening centrate and dewatering filtrate to the headworks and for returning storm water from low lying areas of the plant site to the Puyallup River. The Solids Handling Building floor slab is below the FEMA proposed flood elevation, and will flood in the event of a river levee breach. The City is currently building a new solids handling facility that is located above the BFE. The facility is scheduled for completion in 2016. The existing belt press is being replaced with a new screw press dewatering and truck load facility to be located in a new structure in the footprint of a portion of the former primary clarifier bank no. 2. The new facility has space to add a new rotary screen thickener to replace the existing centrifuge WAS thickening. Based on these plant revisions, the age of the building, and potential flood issues, consideration should be given to eliminating the continued use of the existing Solids Handling Building and its remaining process equipment. 8.8.2 Equipment Age / Condition In general, major sewage treatment process equipment has a service life of about 20 to 25 years. Some of the major process equipment, including three of the four influent lift station pumps, the non-potable water pumps, the anaerobic digester covers and the belt press were installed in 1983, and are over 30 years old. ---PAGE BREAK--- " ( & # :;,31