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ConsolidatedCompPlan5-23-13[1] (2).pdf
City of Edmonds Comprehensive Sewer Plan May2013 th 1601 5Ave Suite 500 Seattle, WA98101 (206) 505-3400 i City of Edmonds COMPREHENSIVE SEWERPLAN May2013 City Council Michael Plunkett Strom Peterson Adrienne Fraley-Monillas Diane Buckshnis Joan Bloom Frank Yamamoto Lora Petso Public Works Director Phillip Williams City Engineer Rob English Treatment ManagerSewer Supervisor Project Manager Pamela RandolphJim Waite Mike DeLilla This Document was prepared Under the direct supervision of Craig P. Chambers, P.E. BHC Consultants _______________________________ ii CSP OMPREHENSIVE EWER LAN City of Edmonds Comprehensive SewerPlan I.EXECUTIVE SUMMARYPage 1.1Introduction1-1 1.2Planning Data1-1 1.3Projected Wastewater Flows and Loads1-2 1.4Capital Improvement Projects1-3 II.INTRODUCTION 2.1 Purpose and Need for Plan2-1 2.2 Ownership and Management2-2 2.3 System History and Background2-2 2.4 Service Area Characteristics2-5 2.5 City SewerPolicies2-5 III.LAND USE AND SERVICE AREA 3.1 Service AreaDescription3-1 3.2 Surrounding Vicinity Characteristics3-1 3.2.1Topography3-1 3.2.2Geology3-3 3.2.3Water Resources3-3 3.3 Land Use 3-7 3.3.1Growth Management Act3-7 3.4 Relationships with Adjacent Sewerage Agencies3-9 3.4.1City of Lynnwood3-9 3.4.2King County 3-12 3.4.3City of Mountlake Terrace3-14 3.4.4Ronald Wastewater District3-14 3.4.5Olympic View Water and Wastewater District 3-14 IV.DESIGN CRITERIA 4.1 Performance and Design Criteria4-1 4.1.1Sewer Mainline4-1 4.1.2Manholes4-2 4.1.3Side Sewers4-3 4.1.4Pump Stations4-3 4.1.5Individual Grinder Pumps4-3 4.2 Easements4-4 4.3 Standard Details and General Notes4-4 V.EXISTING FACILITIES 5.1 Drainage Basins5-1 5.1.1Meter 1 Sub-basin5-1 5.1.2Zone 1 Sub-basin 5-4 iii CSP OMPREHENSIVE EWER LAN 5.1.3Zone 2 Sub-basin5-4 5.1.4Meter A Sub-basin5-4 5.1.5Meter B Sub-basin5-4 5.1.6Meter C Sub-basin5-4 5.1.7Meter E Sub-basin5-4 5.1.8MLT Zone Sub-basin5-5 5.1.9Edmonds Zone Sub-basin5-5 5.1.10LS-1 Zone Sub-basin5-5 5.1.11Richmond Beach Sub-basin5-5 5.1.12Lynnwood Zone Sub-basin5-5 5.2 City Collection and Conveyance Facilities5-6 5.3 LiftStations5-6 5.4 EdmondsWWTP5-9 5.4.1General5-9 5.4.2Existing Wastewater Treatment Facilities and Loadings 5-10 5.5 Additional Regulatory Requirements5-15 5.6 Infiltration and Inflow5-15 5.6.1Zone 1 Problem Area5-15 5.6.2LS-1 Zone5-15 5.6.3MLT Zone5-15 VI.EXISTING AND FUTURE POPULATIONAND FLOWPROJECTIONS 6.1Population6-1 6.1.1General6-1 6.1.2Existing Residential Population and Sewer Connections 6-1 6.1.3Future Residential Population and Sewer Connections 6-2 6.2Flows6-4 6.2.1General6-4 6.2.2Recorded Flows6-6 6.2.3Estimated Future Flows6-10 6.3WWTP Flows6-11 VII.MODEL CONSTRUCTION AND CAPACITY ANALYSIS 7.1 Model Software7-1 7.2 Model Construction7-1 7.2.1Data Sources7-1 7.2.2Model Coverage7-1 7.2.3Modelingof Physical System Features7-2 7.3Loading7-3 7.4Model Calibration7-4 7.5Capacity Analysis and Model Results7-4 7.5.1Model Results7-4 VIII. WASTEWATER TREATMENT PLANTS 8.1Introduction 8-1 iv CSP OMPREHENSIVE EWER LAN 8.2Treatment Requirements8-1 8.3Treatment Performance8-2 8.4NPDES Permitted Capacity and Historical Loadings8-3 8.5Violations and Bypasses8-5 8.6Future Capacity Evaluation8-5 8.7Future Regulatory Issues for WWTP8-13 8.7.1Sewage Sludge Incineration8-13 8.7.2Secondary Bypass8-17 8.7.3Total Nitrogen Discharge Limits8-17 8.8Plant Improvements and Additional Needs8-18 8.8.1Improvements since 2006 Comprehensive Plan 8-18 8.8.2Additional Improvements8-21 IXCOMPREHENSIVE PLAN AND CAPITAL IMPROVEMENTS . 9.1Capital Improvement Projects Ranking9-1 9.2Capacity Limitations in Existing Lines Identification of Reoccurring 9-3 9.3Basis for CIP Cost Estimates 9-19 9.4CIP Capacity Issuesand Other Projects – 2013 thru2019 9-24 9.5 CIP Capacity Issues – 2019 thru20339-25 9.6 CIP Capacity Issues – 2033thruBuildout9-25 9.7CMOM9-25 9.8 Wastewater Reuse9-25 9.9.1 RegulatoryRequirements9-25 9.9.2 Potential Uses and Demands 9-26 9.9.3 Reclaimed Water Treatment Facilities9-28 9.9.4 Reclaimed Water Conveyance and Distribution 9-28 9.9.5 Economic Analysis of Reuse 9-28 9.9.6 Satellite Reclaimed Water System9-29 X.OPERATIONS AND MAINTENANCE PROGRAM 10.1District Management and Personnel10-1 10.1.1Organization10-1 10.1.2 Certification and Training10-2 10.2Operations and Maintenance Activities and Programs10-2 10.2.1 Collection System Maintenance10-3 10.2.1.1Lift Stations10-3 10.2.1.2Sanitary Sewers10-3 10.2.2WWTP Maintenance 10.3Programs10-4 10.3.1Pretreatment Program10-4 10.3.2Water Reclamation and Reuse10-5 10.3.3Biosolids Recycling10-5 10.3.4Sewage Spill Response Plan10-6 10.3.5 Puget Sound Water Quality Management Plan10-7 10.4Management System / Record Keeping10-7 10.4.1Collection System10-7 v CSP OMPREHENSIVE EWER LAN 10.4.2NPDES Permit 10.5Performance Indicators10-8 10.5.1Wastewater Treatment Plant10-8 10.6Condition Assessment10-8 10.6.1Collection System10-8 10.6.2Lift Stations 10-8 10.7Staffing Needs10-9 XI.WASTEWATER FINANCIAL PLAN 11.1Introduction11-1 11.2Overview of the Financial Planning Process11-1 11.3Past financial History11-2 11.4Development of the Financial Plan11-3 11.4.1Internal Sources of Funds11-6 11.4.2 External Sources of Funds11-6 11.5Summary of the Financial Projections11-8 11.6Rate Impacts11-10 11.7Review of District’s Wastewater Rates11-11 11.8Summaryof Wastewater Financial Plan11-11 LIST OF TABLES LIST OF FIGURES GLOSSARY ABBREVIATIONS APPENDICES A. Sub-basin Maps B.Model Calibrationand Documentation C. Population Projections D. SEPA Checklist and Determination of Significance E.Cost Estimates for CIP F. Known Collection System Deficiencies G.Sewer Service Agreements H.Ordinances I.City’s Development Guidelines and Standards for Developer Extensions J. Agency review Comments and Responses K.NPDES Permit L.Financial Analysis Support Documents M.FOG Resolution vi CSP OMPREHENSIVE EWER LAN LIST OF TABLESPage 2.1Comprehensive Sewer Plan Requirements per WAC 173-240-0502-1 2.2Additional Sewer Plan Requirements per State and LocalRegulations 2-1 5.1Summary of Pipe Inventory5-6 5.2 Pump Station Inventory 5-7 5.3 Current NPDES Effluent Limitations for Edmonds WWTP Discharge 5-9 5.4Edmonds WWTP Historical Improvements and Capacity5-10 6.1Edmonds Existing Population 20106-2 6.2Measured Flow by Meter6-5 6.3Population and Growth Projections6-9 6.42019 Flow Projections6-12 6.52033 Flow Projections6-13 6.6Build Out Flow Projections6-14 6.7WWTP Flow Projections - 2019 and 20336-15 7.1Fields for Basic Model Construction7-2 8.1Currentand Future Loadings to WWTP8-6 8.2EPA Emission Limits forFluidized Bed Incinerators8-15 8.3Capital Improvements at WWTP8-24 9.1Point Assignments for Capital Improvement Projects9-2 9.2Ranking and Composite of Pipeline CIP – Without Granite O&M9-4 9.3Capital ImprovementProjects9-20 9.4Potential Application Sites for Reclaimed Water9-27 vii CSP OMPREHENSIVE EWER LAN LIST OF FIGURESPage 2.1 Vicinity Map2-3 3.1Municipal Boundaries3-2 3.2 Water Features 3-4 3.3 Soils Map3-5 3.4 Water System Schematic3-6 3.5 Land Use Map3-8 3.6 Adjacent Sewer Agencies3-10 3.7 Lynnwood Treatment Service Area3-11 3.8 Richmond Beach Agreement Area3-13 3.9Mountlake Terrace Agreement Area3-15 3.10Ronald Wastewater District Agreement Area3-16 5.1 Sub-Basin Map5-2 5.2 Schematic Flow Diagram5-3 5.3Lift StationService Areas5-8 5.4WWTP Layout5-14 6.1 Diurnal Flow6-8 6.2Edmonds Wastewater Flows6-10 7.XLynnwood Zone Lift Station Analysis7-5 8.1 Edmonds WWTP Effluent CBOD/TSS Concentrations8-2 5 8.2 Edmonds WWTP Effluent Mass CBOD/TSS 8-3 5 8.3 Edmonds WWTP Influent Flows8-4 8.4 Edmonds WWTP Influent MassCBOD/TSS8-5 5 viii CSP OMPREHENSIVE EWER LAN 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 Novemberto 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 Monthly Flow: Average daily flow during the highest flow month of the year. Mini-Basin: Drainage catchment areas within the North Creek, Swamp Creek, Picnic Point, Everett or Little Bear CreekDrainage Basins. Mini-basins followed the King County delineation to the extent of the County’s effort to define the mini-basins. National Flood Insurance Program: Federally funded program providing flood insurance to property owners in flood plainsprovided 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. ix CSP OMPREHENSIVE EWER LAN ABBREVIATIONS AAF Average Annual Flow ADWF Average Dry Weather Flow AWWD Alderwood Water and Wastewater District AWWF Average Wet Weather Flow BOD Biological Oxygen Demand CFR Code of Federal Regulations CIP Capital Improvement Program CWA Clean Water Act DOH Washington State Department of Health DOE Washington State Department of Ecology EPA United States Environmental Protection Agency ERU Equivalent Residential Unit ESA Endangered Species Act FEMA Federal Emergency Management Act 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 HPA Hydraulic Project Approval I/I Infiltration and Inflow JARPA Joint Aquatic Resources Permit Application KCDNR King County Department of Natural Resources 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 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 TSS Total Suspended Solids UGA Urban Growth Area USFWS United States Fish and Wildlife Service WAC Washington Administrative Code WWTP Wastewater Treatment Plant x CSP OMPREHENSIVE EWER LAN CHAPTER I – EXECUTIVE SUMMARY 1.1INTRODUCTION The City of Edmonds’ (City) Comprehensive Sewer Plan(the Plan) reviews the City’s current sewage capacities and looks at the impact of projected growth on the City’s sewage collectionand conveyance system. The analysis of the Edmonds Wastewater Treatment Plant(WWTP)was also done evaluating the existing plant under current and anticipated loadings and also evaluated the future of the plant when subjected to tightening effluent limits expected to be imposed on Puget Sound dischargers. The Plan identifies future facilities required to accommodate both existing and future wastewater collection, conveyanceand treatmentneeds as the City’spopulation grows within the service area limits forthe years2019, 2033, and buildout conditions. The plan was prepared in conformance with Washington Administrative Code (WAC) 173-240-050. 1.2PLANNING DATA Population, employment and student population forecasts were used to estimate the current and future loadings to the City’s system. Planning datafrom 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 data base that was used in developing and analyzingtheflows. After discussions with the Citystaff, thevalues were used for the baseline population andGIS delineation wasused for the distribution of growth between the Sub-basins. Student populations were derived from the School District’s forecast. The service area isdivided between eleven (11)Sub-basins. These 11 Sub-basins were used to encompass the entire service area boundary. The definition of the population that has sewer service is complicated by the fact that some Edmonds customers are served to the City of Lynnwood. Conversely the Edmonds Wastewater Treatment Plant serves non-Edmonds customers. The population values and the methodology are presented in Chapter 6. There are three segments that comprise the served population: residential, student and employment. These three sectors are generally thought to capture all the sources expected in the Edmonds Service Area. This approach works well in largely developed, non-industrial service areas. Similar approaches were used in the Alderwood Water 1-1 CSP OMPREHENSIVE EWER LAN and Wastewater District’s Comprehensive Plan in 2010 and in the City of Lynnwood’s Comprehensive Plan in 2012. With these values of existing and projected users, a population equivalent was developed recognizing that a student or an employee contributes a fraction of a permanent resident. This ratio was established to be 5 to 1for students, meaning that 5 studentsis equivalent to a resident and 3 to 1 for employees (i.e. 3employees is equivalent to a resident). This ratio is consistent with textbook values. 1.3 PROJECTED WASTEWATER FLOWS AND LOADS A capacity analysis of the existing Citysewer network was undertaken using the XP- SWMM hydraulicmodeling program. Existing lift stations and their firm capacities also were included in the model. The flow data from the City’s flow meters were largely used in calibrating the model. The location of the flow meters was instrumental in delineating the Sub-basin boundaries. These Sub-basin areas were consistent with the basin boundaries used in the previous I/I study. The model was developed using information from the City’s GIS electronic database, supplemented by selected as-built drawings, pump records, flow monitoring data,and with other available data such as ground elevation LIDAR information. Models were constructed to represent the network in 2010, 2019, 2033, and build out. The year 2010wasused for calibration purposes utilizingflow metering data at a eight locations in the collection system and three flow meters at the plant. Various flow conditions were evaluated for the flow data from each of the meters. Flow data from 2006 through 2012 was evaluated and summarized in Appendix B. Data for calibration purposes focused on flow from the years 2010 through 2012. 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 events for the plant. From the flow records, the maximum monthly average for the years 2010 through 2012was selected. Peak Day Flowsare the measured maximum daily flows over the period of 2010 through 2012. Peak Hour Flows used the measured peak day flows, applying a peak day to peak hour factor and by addingthe diurnal flow variation to arrive at this estimated flow. 1-2 CSP OMPREHENSIVE EWER LAN With the flows determined and the known population equivalence, a flow per population equivalence was determined. With the multiple flow meters and the extensive flow data that spanned several years, we saw consistent flow patterns in all the flow meter data. This historical flow data was used to project future and anticipated flows. There was ananomalyis the data measured in Meters 3 and the MLT meter at the WWTP. These two meters are downstream of the flow diversion to King County and consequently reflect lower total flows coming into the Edmonds system. This explains the low per population equivalent values seen at these two meters. The I/I component is captured in and part of the peak day and peak hour per population equivalent flow values. It is important to recognize that the I/I 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. An allowance for that continued degradation is incorporated into the per population equivalent values for 2019, 2033 and build out conditions. The Engineering and Planning Subcommittee of Metropolitan Water Pollution Abatement Advisory Committee (MWPAAC)has defined this degradation of sewers as a 7-percent per decade increase in I/I. Though it might be acceptable to allow conditional surcharging of the conveyance lines, for the purposes of this analysis it has been conservatively estimated that no surcharging will be allowed. This effectively means that there is added and reserve capacity within the surcharging volumes. 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 outflows and to prevent any conditional surcharging from occurring. At lift stations where the estimated peak hourflows were shown to exceed the current firm capacity, a suitable build outupgrade flow capacity was estimated. This capacity was incorporated intothe model for the planning horizon showing evidence of capacity limitation. This enabled the impact of the increased flow on the downstream sewer network to be investigated. The actual mechanical and electrical improvements to the lift stations would not likely be sized for the build out conditions. The results of the capacity analysis were used to develop the capital improvement programdetailed in Chapter 9. 1.4CAPITAL IMPROVEMENTS PROJECTS The capital improvement projects (CIP) developed in Chapter 9 are presented by time period. It should be noted that thisplan has neither proposed a routing to extend sewersto every lot within the service boundary, nor was it theintention of this plan to finance those line extensions. The CIP does not include the line extensionsand pump stationsneeded to serve presently unsewered areas. These line extensions are 1-3 CSP OMPREHENSIVE EWER LAN assumed to be initiated and financed by developers or through ULIDs. Consequently, noCityfinancing mechanism is proposed for these lines. 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 thatneed to be upgraded to accommodate increasing flows. Existing lift stations that need modifications or improvements. This might include equipment that has reached or are soon to reach their useful life, needed new features, and stations that are slated to be abandoned or rerouted. Chronic maintenance areas that can be resolved with a capital project. WWTP improvements to respond to increasing flows, loadsor new regulations Cost estimates for each CIP was prepared based on current year (2013) pricing. Detailed cost estimates can be found in Appendix E. These projects were assigned a target periodfor 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 2013 to2019 projects are those projects that have current or soon anticipated capacity issues and should be pursued first. Those that are in subsequent periods of 2019 to 2033and 2033toBuild outare 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 9.3 and are summarized below: 2013 – 2019 2019 – 2033 2033 – Build out CIPfinanced from the Sewer Fund $ 1-4 CSP OMPREHENSIVE EWER LAN CHAPTER II – INTRODUCTION 2.1PURPOSE AND NEED FOR PLAN This 2012 Comprehensive Sewer Plan is prepared for the Cityto 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 ParagraphDescription of RequirementLocation in Document 3aPurpose and need for proposed planSection 2.1 3bWho will own, operate, and maintain systemSection 2.2 3cExisting and proposed service boundariesFigure 3.1 3dLayout map showing boundaries; existing Figures 3.2 sewer facilities; proposed sewers; topography and elevations; streams, lakes; and other water bodies; water systems 3ePopulation trendsChapter 6 3fExisting domestic and/or industrial wastewater Figure 2.1 facilities within 20 miles 3gInfiltration and inflow problemsChapter 7 3hTreatment systems and adequacy of such Chapter 5 treatment 3iIdentify industrial wastewater sourcesSection 6.5 3kDiscussion of collection alternativesChapter 9 3kDiscussion of treatment alternativesChapter 8 3kDiscussion of disposal alternativesChapter 8 3lDefine construction cost and O&M costsChapter 8 and Appendix E 3mCompliance with management plan Section 9.3.6 3nSEPA complianceAppendix D 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 RequirementLocation in Document Evaluation of wastewater reuse per Substitute Section 9.7 Secondary Senate House Bill 1338 Capacity, Management, Operations and Maintenance Section 9.X (CMOM). The Plan provides a comprehensive guide to assist the Citywith managing and operating the sewer system and coordinating expansions and upgrades to the 2-1 CSP OMPREHENSIVE EWER LAN infrastructure for the next thirtyyears. 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 extensionswithin the City’s service area. This approach allows the Cityto provide high quality service to its customers and to continue protecting environmental quality. The Plan evaluatesexisting 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. An implementation plan is provided, including an estimated timeline for constructing selected projects. The financial analysis and the means by which the improvements wereto be financed were addressed in Chapter 11. This chapter was prepared by FCS Groupin close coordination with BHC and under direct contract with the City. 2.2OWNERSHIP AND MANAGEMENT The Cityowns and maintains a public wastewater system and is governed by a City Council.The City has agreements for sewage collection and treatment with some of the surrounding municipalities and special purpose districts for reciprocal sewage treatment. Theseagreements are further explained in Chapter 3. The City’s wastewater systemis under the general management of Mr. Jim Waite.The Sewer Division consists of 7.5 Full-time equivalent workers while the Treatment Plant employs 17 full time workers. The treatment plant is operated and managed under the general direction of Pamela Randolph.Additional Engineering andAdministrative and Engineering employeesarenotaccounted for in the above employment numbers. 2.3SYSTEM HISTORY AND BACKGROUND The City of Edmondsis located in southwest portion of Snohomish County, immediately north of the King County – Snohomish County boundary, as shown on Figure 2.1, Vicinity Map. The City’s service area extends outside of the municipality boundaries into Mountlake Terrace and Shoreline, to the East and to the South. The City also sends a portion of the sewage north to Lynnwoodand ultimately to the Lynnwood Wastewater Treatment Plant. The City encompasses approximately 8.9 square miles andbut its service area is approximately 19.5square miles.The area known as Esperence is an unincorporated area that is completely surrounded by the City of Edmonds. Edmonds was incorporated in 1890 but a sanitary sewer system was not developed until 1920. A primary sewage treatment plant was constructed in 1957. The treatment plantwas further expanded to accommodate agreements sewage treatment for portions of Mountlake Terrace and Ronald Wastewater District in 1959. 2-2 Island Co § ¨¦ 5 UV 99 T " ) T " ) Snohomish Co T " ) T " ) Jefferson Co T " ) T " ) T " ) T " ) T " ) T " ) § ¨¦ 5 § ¨¦ 405 T " ) T " ) T " ) T " ) Kitsap Co T " ) T " ) § ¨¦ 5 T " ) UV 99 T " ) § ¨¦ T " ) UV 90 99 T " ) King Co § ¨¦ 90 UV UV 99 167 § ¨¦ 405 UV § ¨¦ 5 5 § ¨¦ 5 Mason Co : Legend UV UV 167 99 UV Treatment Facilities T " ) 167 20 mile Radius Thurston Co § ¨¦ Miles 5 UV City of Edmonds Boundary 02.5510 167 This map is a geographic representation based on information available. No warranty is made concerning the accuracy, currency, or completeness of data VICINITY MAP depicted on this map. BHC Consultants, LLC Figure 1601 Fifth Avenue, Suite 500 COMPREHENSIVE SEWER PLAN Seattle, Washington 98101 City of Edmonds 2.1 206.505.3400 206.505.3406 (fax) www.bhcconsultants.com May 2012 COPYRIGHT © 2012 BHC CONSULTANTS LLC. ALL RIGHTS RESERVED CSP OMPREHENSIVE EWER LAN In1967, another treatment plant expansion took place as a result of increased service areas within the City and additional flows from Olympic View Sewer and Water District. Secondary treatment was designed subsequent to a 1986 report by CWC/HDR and was operational by 1991. The Cityprovides sanitary sewer service to customers within its sewer service area. Wastewater ultimately flows to one of threelocations: Edmonds Wastewater TreatmentPlant, which is owned and operated by the City. BrightwaterWastewaterTreatment Plant, which is owned and operated byKing County Metro.The City has anagreement with the County (see Appendix F) to send a portion of Edmonds sewage to the County for treatment via the Lake Ballinger Pump Station. In turn, the City receives and treats the sewage from the Richmond Beach Service Area. This agreement is describe further in Section 3.4.2. LynnwoodWastewater Treatment Plant, which is owned and operated by the City of Lynnwood.The City has an agreement with Lynnwood to send a portion of the Edmonds sewage to Lynnwoodfor treatment. Wastewater that affects the total flows through the City’s collection and conveyance system can be categorizedinto three sources: Direct service. Flow from customers within the boundaries of the Citythat is also treated at the Edmonds Wastewater Treatment Plant. Lynnwood service. Flow that originates within City of Edmonds corporate boundaries and is sent to Lynnwoodfor treatment. The City maintains the sewer infrastructure (pump stations and sewer mains) and compensatesLynnwoodfor treatment. Tributary Service. Flow that originates from areas outside the Cityboundaries from other sewering agencies. These tributary areas include flow from City of Mountlake Terrace, Ronald Wastewater District, Olympic View Water and Wastewater District and small portions of the City of Lynnwood. Inter-local agreements betweenthe Cityand 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. A recommendation for this study is included in Chapter 9. 2-4 CSP OMPREHENSIVE EWER LAN Planning for future wastewater operations requires the Cityto address the land use decisions within the Citysewer service boundary asdetermined by the City of Edmonds, the City of Shoreline and the City of Mountlake Terrace. 2.4SERVICE AREA CHARACTERISTICS TheCity boundaries lie entirely within Snohomish County. However, theservice area has portions that extend into the City of Shoreline (King County). The service area isgenerally built out and is characterized as a bedroom community largely comprising of single or multi-family residential units. The topography within the Cityranges from flat and gently rolling to hilly with steep slopes along the stream corridorsand those properties immediately adjacent to Puget Sound. Wetlands are found adjacent to the many creeks, small streamsand lakeswithin 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 Cityis bounded by other sewering agencies on all sides, it is not anticipated that the service area boundaries would be expanded.Though not likely,it is possible that the Citycould re-routesewer infrastructure from the northern portion from LynnwoodWWTP back to Edmonds WWTP.Similarly, some flows within the City boundaries could be rerouted differently to avoid lines or pump stations that are shown to have capacity issues. The City could potentially also install a Lift Station upstream of Lake Ballinger Pump Station. While this would likely not increase flows to the WWTP it would eliminatethe need for gravity main upsizing and would eliminateor reduce paymentsto King County for Lake Ballinger Operations and Maintenance. 2.5CITY SEWERPOLICIES Development of the City’s Comprehensive Sewer Plan is currently guidedby the Comprehensive Plans from the adjacentagencies. 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 planned by the land use planning agencies. The public sewersystem in the Citymay beextended by one of two methods. One being 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. The second 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 are assessed for the sewer improvements. 2-5 CSP OMPREHENSIVE EWER LAN It is the City’s policy that the property owners desiring sewer service initiate a request for sanitary sewer service. 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 Cityof Edmonds “Standard Specifications Manual” and the “Developer Extensions Manual” as provided in the Developer’s Extension Agreement. Once the improvements have been constructed and confirmed through the Cityinspection to meet established standards, then it shall be deeded to the City. The City Councilhasthe authority to set policies, ordinances, and zoning.The City may find it necessary from time to time to reevaluate their policies based on Snohomish Countyand adjacent City land use, policies and ordinances. 2-6 CSP OMPREHENSIVE EWER LAN CHAPTER III – LAND USE AND SERVICE AREA 3.1SERVICE AREA DESCRIPTION The existing sewer service area for the Citycan be described as comprising four different serviceareas as summarized below: City of Edmonds.The City of Edmonds municipal boundaries comprise of5,700 acres. Approximately4,450acres within the City of Edmondsis collected and treated at the EdmondsWWTP. The City both owns and maintains this portion of the system and is responsible for treatment.Approximately1,250acres on the northern boundary the City of Edmonds is collected andtreated at the LynnwoodWWTP. The City owns and maintains this portion of the systemand Lynnwoodis paid on an ERU basis for the sewage treatment. Additionally, Olympic View Water and SewerDistrict maintains a sewer system within Edmonds City limits. All Olympic wastewater is collected and treated at the Edmonds WWTP. King County and City of Woodway.The City of Woodway is collected and conveyed to the Edmonds WWTP, together with the Richmond Beach Pump Station flow, via the Richmond Beach/Woodway sewer trunk. The sewers within this area are owned and maintained by Olympic View Water and Sewer District. The County operates the Richmond Beach Pump Station. An agreement was signed in 2000 for “reciprocal sewage treatment” with King County which is further explained in 3.4.2. . City of Mountlake TerraceThe City of Mountlake Terrace lies directly east of the City of Edmonds. Thesewage from Mountlake Terrace iscollectedand conveyedbythe th Lake Ballinger Pump Station, near SR 104 or N 205St.The sewer lines are owned and maintained by Mountlake Terrace and the Lake Ballinger Pump Station is owned and operated by King County. Operations of the Lake Ballinger Pump Station are described further in 3.4.2. Ronald Wastewater District and City of Shoreline.The southernportion of the City’s service areais located in the City of Shoreline. Shorelinedoes not own or maintain any sanitary sewer system components; these portions are either owned by King Countyor Ronald Wastewater District. 3.2SURROUNDING VICINITY CHARACTERISTICS 3.2.1Topography Figure 3.1 showsthe City’s service area boundaryand the corporate boundaries of the cities described in Section 3.1. 3-1 HT73 1 H T831 HT 041 HT041 DR341 HT5 41 HT441 HT74 1 HT9 41 HT 051 HT 05 1 HT05 1 DN251 TH 55 1 A C 0 H T 1 H T061 H C A E B H T561 S I HT8 H61 T 9 6 1 HT761 H T96 1 H T761 L HT 071 M H T0 71 HT071 171ST DN 271 DN271 HT471 HT 571 HT771 HT87 1 HT971 HT97 1 H T5 81 H T581 HT58 1 HT78 1 H T 0 9 1 H T 8 81 H HT091T981 DN291 H T5 91 HT591 HT 591 H T59 1 H T89 1 HT89 1 HT00 2 HT 002 HT002 H T991 D R302 TS102 TS 102TS102 HT 402 King County DR 302 D R302 ht 502 401 RS dr34 2 ht442 H T502 Snohomish County dn 242 dn242 d n242 ak s al Ats14 2 d n242 dn2 42 ts142 ts142 ht0ts142 42 ht9 32 ht042 ht042 ht8 32 ht732 h t h7 t7323 2 ht832 ht 632 h htt632 632 h t532 ht432 ht432 elpaM ylloH dn2 32 ht 032ts 132 ht9 22 ht032 ht0 32 ht 822 22 ht7 ht722 ht6 22 ht6 22 ht422 ht4 22 h t422 ht622 niuqn oglA ht422n ha ls u K ht41 dn2 22 dn2 22 c r hiB h t 9 1 2 ht0 22 ht022 ht912ht022 ml E h t812 ht812 ht8 12 ri ht7F 12 h712 t ht712 ht612 ht612 ht612 eni P 215th ht412 o h c ler tuaLo ht514n 2U 1ht4 12 2 ht3 12 n i w ec urpS h 11t 2 ra deC ylloH tunla W 9 ht02redl ht012A elp aM noty aD ht802 h t802 ht70 2niaM 502lleB ht ht702lleB 4th 20 h t402h 4t 0 2 ht40 2yel aD dr302 dr302 nel GnelG dn 20 2 ts10 2 dn202 loraC dn20 2 a holA ts102 ht 002 hht t002 0 0 2 h t89 1 ht8 91 ht89 1 ht 691 4y 25 dole RSM h t691 691 ht ht4 91 k ar P dr 39 d1 n29 1 dn291 dr391 dn291 t s191 dn 29 1 d n t ts1s19 911 dn2 91 ht0 91 h ht0t 910 9 1 ht0 91 hyrre t091hC ts191 ht9 81 ht 881 ht8 81 ht881 ht881 186th h t781 ht781 ht58 1 ht781 ht68 1 ht481 8h 1 t 6 8 rd1ht 581 185th dr3 81 3rd 18 dr3 81 ht4 81 dn2 81 ts18 1 dn28 1 ts181 ts181 h081 t ht0 h8t18 71 ht0 81 ht0 81 ht9 7 ht 871 ht771 ht871 ht671 ht671 h671 t k ic er d re F 1 74t 7 h571 t d 2n 1 dr371 ht 4 7 1 dr371 dn2 71 dn271 dn271 ht071 ht 071 ht961 ht8 61 h t76 1 5 6 t ht461 htht46 4611 ht461 ht06 1 ht061 ht85 1 ht 651 ht65 1 ht6 51 ht 551 dr351 dn251 150th ht 941 1 ht94 hsiF re ht841 h c amr B o ht6 41 h t 5 4 1 ht4 41 ht4 41 dr341 dn 24 1 ts1 41 P:\\Mapping\\Maps_Generated\\Edmonds\\12-10265.00\\maps\\Fig 3.1 Municipal 11x17.mxd 6/11/2012 ctolentino CSP OMPREHENSIVE EWER LAN The topography of theCityranges from flat and gently rolling to hilly, with a few steep slopes along the stream corridorsand property immediately adjacent to Puget Sound. Wetlands, lakes and many creeks and small streams are found throughout the City(see Figure 3.2). 3.2.2Geology 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 twoprimary classifications as identified by the United States Department of Agriculture, Soil Conservation Service. These soil types are the Alderwood Seriesand the Everett Series, which are described belowand displayed on Figure 3.3. The AlderwoodSeriesis the most prevalent soil type in the City. The soil is moderately well drained and has a weakly consolidated to strongly consolidated substratum at a depth of 24 to 40 inches. Permeability is moderately rapid in the upper horizons but very slow in the consolidated substratum. These moderately well drained acidic forested soils formed in loamy glacial till and occur on rolling till plains and moraines. The Everett Seriesforms the soils located on outwash plains, terraces, and fans and occur on slopes ranging from 0 to 65 percent. These soils are glacial outwash, characterized as somewhat excessively drained, gravelly, gently undulating soil underlain by sand and gravel and found on terraces. 3.2.3Water Resources The City’s municipal water system provides service to approximately 80 percent of the population within the City limits or more than 10,050 customer accounts. The other 20 percent of the City’s population receive water service from the Olympic View Water & Sewer District, which is located within the southwest portion of the City limits. All water supplied to the City customers is currently purchased from Alderwood Water and Wastewater District and is conveyed through a single metered connection near the northeast corner of the water system. The City also has the capacity to serve a portion of its system with water purchased from Seattle Public Utilities (SPU), but currently maintains this source of supply and the single metered connection on standby. Waterpurchased from Alderwood Water and Wastewater District originatesfrom the City of Everett Sultan River source. Water supplied by SPU originates from SPU’s Tolt River source. Interties are also provided with the City of Lynnwood and Olympic View Water District (see Figure 3.4). 3-3 HT73 1 H T831 HT 041 HT041 T S141 DR341 HT5 41 HT441 HT74 1 HT9 41 HT 051 HT05 1 DN251 TH 55 1 A C 0 H T 1 H T061 H C A E B H T561 S I HT8 H61 T 9 6 1 HT761 H T96 1 H T761 L HT 071 M H T0 71 HT071 171ST DN 271 DN271 HT471 HT 571 HT771 HT87 1 HT971 HT97 1 H T5 81 H T581 HT58 1 HT78 1 H T 0 9 1 H T 8 81 H HT091T981 DN291 H T5 91 HT591 HT 591 H T59 1 H T89 1 HT89 1 HT00 2 HT 002 HT002 H T991 D R302 TS102 TS 102TS102 HT 402 King County ht4 42 DR 302 D R302 ht 502 401 RS dr34 2 ht442 H T402 H T502 Snohomish County dn 242 dn242 d n242 ak s al Ats14 2 d n242 dn2 42 ts142 ts142 ht0ts142 42 ht9 32 ht042 ht042 ht8 32 ht732 h t h7 t7323 2 ht832 ht 632 h htt632 632 h t532 ht432 ht432 elpaM ylloH dn2 32 ht 032ts 132 ht9 22 ht032 ht0 32 ht 822 22 ht7 ht722 5th 22 ht6 22 ht6 22 ht422 ht4 22 h t422 ht622 niuqn oglA ht422 an h ls u K ht41 dn2 22 dn2 22 c r hiB h t 9 1 2 ht0 22 ht022 ht912ht022 ml E ht81 2 ht812 ht8 12 ri ht7F 12 h712 t ht712 ht612 ht612 ht612 eni P 215th ht412 o h c ler tuaLo ht514n 2U 1ht4 12 2 ht3 12 n i w ec urpS h 11t 2 ra deC ylloH tunla W 9 ht02redl ht012A elp aM noty aD ht802 h t802 ht70 2niaM r 502lleB ht ht702lleB 4th 20 h t402h 4t 0 2 ht40 2yel aD dr302 dr302 nel GnelG dn 20 2 ts10 2 dn202 loraC dn20 2 a holA ts102 ht 002 hht t002 0 0 2 h t89 1 ht8 91 ht89 1 ht 691 4y 25 dole RSM h t691 691 ht ht4 91 k ar P dr 39 d1 n29 1 dn291 dr391 dn291 t s191 dn 29 1 d n t ts1s19 911 dn2 91 ht0 91 h ht0t 910 9 1 ht0 91 hyrre t091hC ts191 ht9 81 ht 881 ht8 81 ht881 ht881 h t781 ht781 ht58 1 ht781 ht68 1 ht481 h t 6 8 1ht 581 185th dr3 81 83rd 1 dr3 81 ht4 81 dn2 81 ts18 1 dn28 1 ts181 ts181 h081 t ht0 h8t18 71 ht0 81 ht0 81 ht9 7 ht 871 ht771 ht871 ht671 ht671 h671 t k ic er d re F 1 74t 7 h571 t d 2n 1 dr371 ht 4 7 1 dr371 dn2 71 dn271 dn271 ht071 ht 071 ht961 ht8 61 h t76 1 5 6 t ht461 htht46 4611 ht461 ht06 1 ht061 ht85 1 ht 651 ht65 1 ht6 51 ht 551 dr351 dn251 150th ht 941 1 ht94 hsiF re ht841 h c amr B o ht6 41 h t 5 4 1 ht4 41 ht4 41 dr341 dn 24 1 ts1 41 P:\\Mapping\\Maps_Generated\\Edmonds\\12-10265.00\\maps\\Fig 3.2 Water Features 11x17.mxd 5/10/2012 ctolentino King County Snohomish County P:\\Mapping\\Maps_Generated\\Edmonds\\12-10265.00\\maps\\Fig 3.3 Soils 11x17.mxd 5/10/2012 ctolentino CSP OMPREHENSIVE EWER LAN Surface Water – The twomost dominant freshwater features in the sewer service area are Lake Ballingerand Echo Lake.Lake Ballingeris by far the largerof the twoand is located in the central western portion of the City, near I-5 between the City of Edmonds and City of Mountlake Terrace. It has an intermittent inlet and drains through McAleer Creek to Lake Washington. The lake has a surface area of 100acres,a mean depth of 15 feet, and a maximum depth of 25feet. Echo Lakeis located in Shoreline, a few blocks east of Highway 99. Echo Lake has an area of 12 acresand a watershed area of 288 acres. Puget Sound borders the Cityon the west. Groundwater – A study done in 1997 by the US Geological Survey found that 94% of the groundwaterin South Snohomish County was considered soft to moderately hard. No appreciable widespread groundwatercontamination was found at the time of the study. Concentrations of arsenic, iron and manganese were the most widespread groundwater problemsin the area. The population growth in Snohomish County has increased dramatically in the last 10 years and has affected the quantity and the quality of groundwater. Most groundwater recharge in Snohomish County is from infiltration of precipitation, and impervious surfaces caused by increased development prevent infiltration. Consequently, less groundwater is becoming available as land development increases. 3.3LAND USE 3.3.1Growth 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 cities for urban development. Consequently, the limitations on extending sewer service to unsewered areas is a non-issue. Zoning within the service areacan 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 zoning areas are depicted in Figure 3.5. 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. 3-7 Image Source: City of Edmonds Planning Division, December 2011. This map is a geographic representation based on COMPREHENSIVE information available. No warranty is made concerning the accuracy, currency, or completeness of data depicted on this map. PLAN MAP BHC Consultants, LLC Figure 1601 Fifth Avenue, Suite 500 COMPREHENSIVE SEWER PLAN Seattle, Washington 98101 City of Edmonds 206.505.3400 3.5 206.505.3406 (fax) www.bhcconsultants.com March 2013 COPYRIGHT © 2013 BHC CONSULTANTS LLC. ALL RIGHTS RESERVED CSP OMPREHENSIVE EWER LAN 3.4RELATIONSHIPS WITH ADJACENT SEWERAGE AGENCIES Neighboring agencies such as utility districts and municipalities provide sewer service adjacent to the City of Edmonds.Summaries of the agreements made between the City of Edmondsand the various agencies are described below, as well as background information on each of the adjacent service providers. Copies of the referenced interlocal agreements are included in Appendix G. City of Lynnwood King County Metro City of Mountlake Terrace Ronald Wastewater District Olympic View Water and Wastewater District The geographical relationship between these agencies is represented on Figure 3.6.To better understand the current contractual agreements with theneighboring sewer utilities, refer to graphical presentations on Figures 3.7 to 3.10. 3.4.1City of Lynnwood City of Lynnwoodborder the northeast portion of the City of Edmonds. A portion of the flows within Edmonds municipal boundaries are routed to the LynnwoodSanitary System and treated at the LynnwoodWWTP. This accounts for approximately 15% of the influent flow into the LynnwoodWWTP or about 300,000 gallons per day (Annual Average Flow). The City of Edmonds owns and maintains the sewer infrastructure in this area but pays Lynnwoodon a per customer basis for the treatment. As of 2010, there is anapproximatesewered population of 6,200, and an employment population of 509. There are no schools in this zone. See Figures 3.7 and for a mapof the area. City of Edmonds also receives a small portion of flow from Lynnwoodboundariesthat flows through the Meter 1 Sub-basin(see Figure 5.1). This is estimated at approximately 0.5% of the total flow tributary to Edmonds WWTP. 3-9 HT73 1 H T831 HT 041 HT041 T S141 DR341 HT5 41 HT441 HT74 1 HT9 41 HT 051 HT05 1 DN251 TH 55 1 A C 0 H T 1 H T061 H C A E B H T561 S I HT8 H61 T 9 6 1 HT 761 HT761 H T96 1 H T761 L HT 071 M H T0 71 HT071 TS 171 171ST DN271 DN 271 DN271 HT471 HT 571 HT771 HT87 1 HT971 HT97 1 H T5 81 H T581 HT58 1 HT78 1 H T 0 9 1 H T 8 81 H HT091T981 DN291 H T5 91 HT 591 H T59 1 H T89 1 HT00 2 HT 002 HT002 H T991 D R302 TS102 TS 102TS102 HT 402 King County ht4 42 DR 302 D R302 ht 502 401 RS dr34 2 ht442 H T402 H T502 Snohomish County dn 242 dn242 d n242 ak s al Ats14 2 d n242 dn2 42 ts142 ht042ts142 ts142 ht9 32 ht042 ht042 ht8 32 ht732 h t h7 t7323 2 ht832 ht 732 ht63 2 h htt632 632 h t532 h t532 ht4 32 anord aM ht432 ht432 elpaM yll oH dn2 32 ht 032ts132 ht9 22 ht032 ht0 32 ht 822 ht 822 22 ht7 ht722 5th 22 ht822 ht6 22 ht6 22 ht ht422622 h t522 h t422 ht622 niuqn oglA ht422 ht422 an h ls u K ht41 dn2 22 dn2 22 c r hiB h t 9 1 2 ht0 22 ht022 ht912ht022 ml E h t812 ht81 2 ht812 ht8 12 ri ht7F 12 h712 t ht712 ht612 ht612 ht612 eni P ht412 o h c ler tuaLo ht514n 2U 1ht4 12 2 ht3 12 n i w ec urpS h 11t 2 ra deC ylloH tunla W 9 ht02redl ht012A elp aM noty aD ht802 h t802 ht70 2niaM 502lleB ht ht702lleB 4th 20 h t402h 4t 0 2 ht40 2yel aD dr302 dr302 nel GnelG dn 20 2 ts10 2 dn202 loraC dn20 2 a holA ts102 ht 002 hht t002 0 0 2 h t89 1 ht8 91 ht89 1 ht 691 4y 25 dole RSM h t691 691 ht ht4 91 k ar P dr 39 d1 n29 1 dn291 dr391 dn29 dn2911 t s191 dn 29 1 d n t ts1s19 911 dn2 91 ht0 91 h ht0t 910 9 1 ht0 91 hyrre t091hC ts191 ht981 ht9 81 ht 881 ht8 81 ht881 ht881 ht6 81 h t781 ht781 ht58 1 ht781 ht6 ht68 1 ht481 8h 1 t 6 8 rd1ht 581 185th dr3 81 3rd 18 dr3 81 ht4 81 dn2 81 ts18 1 dn28 1 ts181 ts181 h081 t ht0 h8t18 71 ht0 81 ht0 81 ht9 7 ht 871 ht771 ht871 ht671 ht671 h671 t k ic er d re F 1 74t 7 h571 t d 2n 1 dr371 ht 4 7 1 dr371 dn2 71 dn271 dn2 71 ht071 ht 071 ht961 ht8 61 h t76 1 5 6 t ht461 htht46 4611 ht461 ht06 1 ht061 ht85 1 ht 651 ht65 1 ht6 51 ht 551 dr351 dn251 150th ht 941 1 ht94 hsiF re ht841 h c amr B o ht6 41 h t 5 4 1 ht4 41 ht4 41 dr341 dn 24 1 ts1 41 P:\\Mapping\\Maps_Generated\\Edmonds\\12-10265.00\\maps\\CompSewerPlan - March 2013\\Fig 3.6 Adjacent Sewer Agencies 11x17.mxd 4/4/2013 ctolentino 2!2!2 !2! !!!2! !2!2 22!902!2 !2!!ht!!! !!! !!2 2! ! ! 2 !2! ! !!2 ! 2 !2 h!!2 ht90 2 t!2! !9 2!! 22 0! !!!!2 !!2 ! !22!2 ! 2!!! 2!2 !!!2 !!! ! 2 ! !!2 ! 2! ! 2!2 ! 2!2! !! !! !2 !2! !!2 ! 2!2!2 !!2 !22!! !!! !!!2 ! ht8 22222 02 !!!!! !!!!! !2 !2 ! !22 !! !!!2!22!2 ! !!!!2!2! !!2 ! 22! !! !!2!2 ! !! 2 !2 !! !2! !!22 2! 2!!!!2 22!! !!2!!2222 !!!h!!!! !t802 2!!!niaM!!2!2!2 ! !!!! 2 ! ! 2 ! ! !2 !2 ! ! 2 ! ! !2 ! h t0 7 2 !!2 2!2 !!!2 !2!! !!2! ! !22! !! ! 22 !! !2! !!2 ! !ht70!2 2 2! 2!! 2!! !! !2! !2 22! !!! !! 2!2!2 !!2 !!22 h!! !!!22 t7 2 02 !!!! !!! 2 ! ! !22 ! !! 2 !2!2 !! !! 2 ! ! 2 ! !22!2 !! !!! !2!2 !! !2 ! 2 ! !2!2 ht60 2! 22 2!!2 !!!!! !!22! !!!222 !2!!!2! !!!! !!!2 !omdE 2 sdn ! ! !2 !ht602 !2 2 !! 2! ! ! !2 ! 2!2 ! !! !2 2! ! ! !22 ht502 2 !2! 2!!!!!2 !! !t! !22 ! !! !2!2 2 !!2!2!! ! !! !2!2 2 !!! ! !222 !!!!2!2 !! 205!!2! 2 !! 2! ! ! 22 !! !! !2!2!2 !!! 2 ! ! !2 !22 2!! !!! ht4! 02 !2 !2 22! !!!22! !!! !! 2 ht402!!2 ! ! !2 !2 ! 2!!2 22! 2!!!! !!! ! ht 402 h402 t 22222 !!!2!!2!2!! !!!!! !!!!22 ! !2!!!2 ht4 2!2 02! !! !! 222 !2!! !!!! !222 !!2!22! 2!!!!2! !!2!!!! !! !dr302 22 !!!2!2 !! !! 2 ! ! !22!2 !2!ht4 !!!02 ! dr30 2 2! !2!222!!2 !2!arr !!!!!!2!2 eiS 2! !!!2!!2!22!!2 !! !2!!!! !2 d dr302!!r302!22!2 !!2! !2!!! ! ! !2 !2!2 ! !2!! 2! ! !!2 ! 2 ! 2!!2 ! !! 2 ! !!2 2! ! ! 2 2! !! ! 2!2 !2 02 d!!!dn2 n2! 02 202nd 2!22 !! !!! dn202!2 22 !!!22!!2 !!! !!2!2! ! !2!!2 a !2 rreiS !!! d 2!!2 n202! !!2!!2 !! 2 2! !!2!!2!2 dn !2!!!!2!2 202 2 dn20 2 !!!! !! !22 ! !! t s102 222 !!!2 !!!! edacsaC!!2 ! tsts 102!2 102 ! !2 2 !! ! 2 !2 !! ! !2 2 2!!!2 !! !! 2 2! !! ! !22 s102 !t !2!2!2 !! !!!2 ! ! !22 !!22 !2!!! !! ! ts1 2!2 at 02!!2 siV !! ! 2 ! ! 2 ! ! !2!2 !!2! ! 22 atsiV !! !! 2 ! ! 222 !!2!2!22!2!!!2!2!2 !ht!2!! !!002!!!!22!!!! !2!2 !22!!!!!2!2 !!!2 !!!2!!! 22! !!!22 h!!!!2! t0!!2 0!!2!2 2!! !!2!2 !22 !!!!2 !!! ! !2!2 !! 2 ! ! 2 ! ! !2!2 2 !!!2 !! ! !2 2 !! ! ht!22 891! !!!2 !2!!2!2 22 !!!2!!! !ht991 2! !!2!2!2 !!2 !!!! ! !2 ! 2 ! ! 2 !2!!2!2!2 !2 !!!!!2!2 2!! !!! ! !2!2 2 !2!!! ! !!2!2 2!! ! ! !2 ! !2!2 !!2!!2 !! 22 ht891 22 !!!!2! !!!!! !2 !2!2 !!22 !!! !2!! ! 2 ! ! 22 !! !! 2 ! ! 2 !2! ! ! 2 ! ! !22 ! !!222! !! !2!!2!! !!!! !2 ht8! 2 91 ! ! !2!2 !!!2 2 dnalweiV !!2!!2!22 !!2 !!2!!!! ! !2! 2 !! ! !2 22 !!! !! 2 ! ! !22 ! !! !222 !! !22!!! ! !! !2 ht69 1 !!2 !!2!2 !! !2 ! !2 2 !! ! !2 425 2! 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" !22 ! !! 2 ! ! !2!2 !!!2 ! h k 2 !2 ric!2! e! 2!2!2 d! !!2 re !!!!F ! !22 ! !!2!2! !! !2 2 2!! !! !22 !! !2! !2 !! ! 2 2!!2 !!2 !!! ! 571 2222 ht !!!2!!!2 !!!!22 !2!!!! !!!!2 ! 2 ! ! !22 !!!2 ! 2! !h 22!t4!2 71 2 22!!! !!!!!!2 !!! !2! 2 !! ! 2 ht471! ! 2 !!2 ! ! 22 !! !! 2!2!22 !2! !!2 ht!!2! !!47! !22 1! 2!!2 !2!!2!!! !! !! !2 2! 2! !2!!22 !!2! !!2!!!2 2!! !2!!!2! !!! 2 ! !2 ! ! 2 ! !22 !!!2 22!! !!2! !!!2 !! !2 ! ! !2!2 !!2!22!2!2 !2!!!22!22!2!! !2!!!2! !!!!!!!2!2!! !! !2!2!!2 !2! !!! ! 2!2 2! !!!!2 !!2 dr 2! 2 37! !!!2 1 L! ! !)!2 " ! 2 ! 2! ! !2! !2 2! !! !dr3 22 2!2 71!! !!! !!2! ! !2 2!2 !! !! 2 !222! !!!!!2 !2!! !2! ! !!2!22 P! !2!!! ")!2! 2 !! !2! ! !2 ! 2 !22 !!!2!2 !!!22! !!! !!2! ! d !2 n27 1 !!22 ! !! 2!2 !2! 2!222!! !!!! !!!!2 2! !2!! ! ! !2!2 !!!2 2! ! !2 ! 2! ! ! !2 2! !2 !! ! 2 !!2 !2! ! ! !2!!22 22 !!2!!!! !! 2! !2 !2!2 !22!!2! 2!!!2!! !!2!2!2 t! !!!!s1 2 !!!!71 ! 22 !!2 !2!! !! !!2!2 2 !!! ! !2 !2! 2 !!2! !! 2 2!2!2 !!!2 !2!!!2!! ! !!2!22 !! !!2!!!2 !2! !!22! ! !!22 !2!2!! !2!!!2 !! !2! !2 !! ! 2 ! !!2 2! ! ! !2 ! !2!2 !! 22 !! !2!!2 ! 2!!!2 ! !!2 ! ! !2 !2 ! !!2 2 !! ! !2 !2 ! ! !2 !!2 ! !2 !!2 ! 2 2! !! ! !2 ! !2 ! !2 2 !!2! ! ! 2 ! !!2 ! !2 ! 222 !2!!! 2!!! !!2! ! !!2 !2!2 2! !!! ! 2 2! !! ! 2 ! ! 2 ! 2!22 !!! !!! !2!2 T 2 !!! h 2!!2!2") t861! !!! 2 !6 ! 2 ! ! 2 1 2!L !! ! !2") 2 !! ! 2 ! ! 2 ! ! 2 2! !! ! 2 !!2 ! ! !2 ! !2!2 !! !22 ! !!2 ! ! !2 !2 ! ! 2 !!2 ! ! 2 ! ! 2 !2 !ht! !5 2 6 2! 1!! ! 2 !2 !2! !! ! !2 ! !2 2 !! ! !2 !2 ! ! 222 !!!2 !!!! ! 2 ! ! !2 ! 22 !! !!2 !2! ! !2!h!2 t4 61 !! !2 ! 2 ! ! ht461 2 ! 2! !2!2 !!2 !!!22 !!2! !!22 ht4!61! !!22! !2!!! !! ! !2 ! 2 ! ! 2 3rd! 16! !2 2 !! ! 2 !2!2! ! !! 1 dr36 2 ! ! 2 ! ! 2 ! !2 ! ! !2 ! !2 ! 2!2 1!! dn26! !2 ! 2 ! ! !2 ! st 2!22 61!! 1!!! 22 !2! !!! ! !2!2 !! L ) " 2 ! ! 2!2!2 ! 2!!!2 !! !! !2 t! s 1 6!2 2 1!2!! 2! !! ! 2 ! ht061! !2 ! 2 2! !! ! 2 ! !2 !2 !! ! !2 ! !2 2 !! ! 2 ! ! 2 2!h 2 t061!2 !!! !!!2! ! !2 !!2 ! 2 ! !!2!2 2!! ! ! !2 2 !! ! !2 ! !2 ! !2 ! 2 ! ! !2 !2 2! !!2 !! ! 2 ! ! 2 ! ! !2 ! 22 !! !2! 22! !!! !2!2!2 !!2 !2!!!!2 !!2 !!! ! !2 ! !2 ! th 157 2 ! !2 ! ! L )!2 "!2!2 !!! 2 !2 !!2! ! ! !2 ! 2 ! ! !2 ! 2 !22 !!!!2 !!ht651 !!2 2! ! ! 2 ! ! !2!2 !! P:\\Mapping\\Maps_Generated\\Edmonds\\12-10265.00\\maps\\CompSewerPlan - March 2013\\Fig 3.7 Lynnwood Trmt Serv Area 11x17.mxd 4/4/2013 ctolentino CSP OMPREHENSIVE EWER LAN 3.4.2King County The Richmond Beach Sub-basin area, as shown in Figures 3.8 and5.1, is maintained and operated by Ronald Wastewater District and King County. Flow from the Richmond Beach Pump Station is ALWAYS sent to the City of Edmonds and treated at the City of Edmonds WWTP. King County also operates the Lake Ballinger Pump Station which serves a portion from Edmonds, Mountlake Terrace and Ronald Wastewater District (Meter B Sub-basin). This area is also referred to as “Edmonds East” in the 2000 Agreement with King County. The Edmonds East catchment has a considerably more populated area than Richmond Beach and thus, produces higher flows. The City of Edmonds and King County executed an agreement on October 6, 2000 that addresses responsibilities for the flow. The responsibilities are described in brief below and the full agreement can be seen in Appendix G. Sewage Treatment Responsibilities – January 1, 2000 to January 1, 2012 The agreement recognizes an initial period, defined in the agreement as 2000 to 2012, where Edmonds was responsiblefor seasonal treatment from BOTH Richmond Beach and Lake Ballinger Pump Station. This was presumably done while King County increased treatment capacity within their system (i.e. build the Brightwater Wastewater Facilities). During this period, sewage from Richmond Beach ALWAYS was conveyed to and treated at the Edmonds Wastewater Treatment Plant. All Lake Ballinger Flow was treated by Edmonds during the winter/spring months from November 1 until April 30. During the summer months, the flow swap was engaged and the County received a volumetric flow out of Lake Ballinger approximately equal to what the City is treating out of the Richmond Beach Sub-basinArea. There were limited periods that King County received all flowsfrom Lake Ballinger, presumably when Edmonds needed to make repairs to their system.Edmondswas compensated $100,000 per year for this agreement. Sewage Treatment Responsibilities – January 1, 2012 to July 1, 2036 In a subsequent agreement for the period January 1, 2012 to July 1, 2036, King County isresponsible for treating a volumetric flow from the Lake Ballinger Pump Station that is equal to the flow pumped into Edmonds from the Richmond Beach Sub-basin areafor the ENTIRE year. The flow in excess of this volume is directed to and treated by the Edmonds WWTP. Edmonds is responsible for Operations and Maintenance costs of the Lake Ballinger Pump Station based on the amount of flow pumped into Edmonds system (See Appendix G). Theoretically, under the conditions of the flow swap, the flowfrom Richmond Beach Sub-basinshould be within 5% of the flow sent to King County through the Ballinger Pump Station.Richmond Beach flow can be estimated by the influent parshall flume meter at the WWTP for Richmond Beach. The flow diverted out of Lake Ballinger can be estimated by subtracting the total flow into the Station (Meters A, B, D) fromthe downstream flow into the Edmonds system (Meter 3 minus Meter C). For the most part, in 2012, King County sent flow to Edmonds from the hours of 3pm to 6am. This 3-12 !!! HT831 H TS1 41 N DR341 ! HT4 41 !222 !!2 !!!2!!!22 !!!!!2!2 ! !!HT5 2 41 !2! ! ! !2 !22 !! 222!! !!! !!! 2 !!2 ! ! 22 !! !! !22 !2 !!! 2! !2!22 !!!!!2 !! ! 2 222!2!2 !!!!! !!!!! 2!2 2!22 !!!!2!!C !!! ! !2 ! !2 ! 2 !!2 !!!2 2 !! !2 !22!2 HT8 !!!22 41 !!2!!!!!2!2!22 !!!2 !!!!!!!2!2 ! !! !2 2 !! ! !2 ! 2 ! !2!2 ! !2! !2 !! ! 2 !2 !!2 HT941 !!!2 ! 2!2!222!22 !!!!! !!!!!!! 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A portion of the City of Mountlake Terrace’s sewer systemis routed to the Lake BallingerPump Station(approximately 2,265acres). The sewage is then either routed south to King County Facilitiesor north to the Edmonds WWTP per the City of Edmonds/King County Agreement for Reciprocal Sewage Treatment. Regardless of where the sewage is routed, City of Mountlake Terrace is contractuallybound to theCity of Edmonds for treatment of the sewage flow.See Figure 3.9 for a map of the described area. 3.4.4Ronald Wastewater District Ronald Wastewater District is locatedwithin City of Shoreline municipal boundaries and th isdirectly south of the City of Edmonds. A May 17, 1988 agreement between City of Edmonds and Ronald Wastewater allows a portion of Ronald’s flow to be conveyed to and treated at Edmonds WWTP. Ronald Wastewater District owns and maintains the sewer infrastructure in this area but pays Edmonds for conveyance and treatment. Some of the flow from Ronald is directed through the Lake Ballinger Pump Station and may actually flow to King County per the Reciprocal Sewage Treatment Agreement. However, Ronald is still obligated to pay the City of Edmonds for alltreatment costs. Figure 3.10shows the portion of Ronald Wastewater District that flows north to Edmonds. 3.4.5Olympic View Water and Wastewater District Olympic View Water and Wastewater District maintains and operates a sewage system within the Cityof Edmonds municipal boundaries. Generally, the District is responsible for an area at the southern side of the City boundaries. Olympic pays Edmonds for treatment and conveyance on a flow basis. 3-14 ! 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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 Cities 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. Plans and design shall meet the “Criteria for Sewage Works Design,” prepared by the Washington State Department of Ecology, as revised December 1998, except where more stringentCityrequirements are noted.These standards are to be followed unless otherwise approved by the City. 4.1.1Sewer Mainline All sewer main extensions shall be designed and constructed to provide gravity service for all adjacent lots. In rare occasionswhere gravity service is not feasible the Citymay 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, gravity sewers shall be constructed from PVC or concrete pipe. However, Ductile Iron or HDPE pipe materials may be required in certain applications. Pipe materials shall meet the following standards. MaterialStandard Plastic –PVCASTM D3034-SDR 35 or F789 Concrete Class 2 ASTM C14 or AASHTO M 86 (unreinforeced) Concrete (reinforeced)ASTEM C76 or AASHTO M 170 Ductile IronAWWA C151 HDPEASTM D1248, Type III, Category 5, Class C, Grade P34 (See Section 2740) Ductile iron pipe (Class 52 DIP) andpipe 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 4-1 CSP OMPREHENSIVE EWER LAN 15-feet. If so requested, the Developer shall certify the brand of pipe material to be used and he/she shall provide documentation that the pipe material is applicable to the soil conditions of the site and the proposed depth. Ductile iron pipe (Class 52 DIP) may be required where the depth of cover in traffic areas is less than 4 feet. All sewer pipes shall have 5- foot minimum cover in rights-of-ways and 3-foot minimum cover in all other areas. All pipes 8-inch and larger shall terminate at a manhole. Where a smaller diameter upstream pipe meets a larger diameter downstream pipe, the inverts at the manhole shall be determined by matching pipe crowns. Pressure sewer mains shall be ductile iron pipe or PVC meeting AWWA C-900. Minimum grade for 8-inch sewer mains shall be 0.5%, 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 Citystandards are more stringent. 4.1.2Manholes Manhole numbers shall be obtained from the City. All sewer which are 8-inches and larger shall terminate ina manhole. All pipes entering/leaving a manhole shall be aligned with the center of the manhole unless otherwise authorized by the City. 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 in accordance with City’s Standards and Details and shall be supplied with stainless steel allen head cap screws. Manholes shall be a minimum of 5 feet deep unless otherwise approved by the City. See Standard Details 1 through 8. Inside drop manholes shall be 54” I.D (minimum) precast concrete and have a minimum drop structure of 5 feet. Where a drop manhole is required, the inside dropshall be per Detail No. E6.5 unless otherwise authorized or specified by the City. 4-2 CSP OMPREHENSIVE EWER LAN Manholes with incoming or outgoing sewer lines 15” or greater shall be 60” I.D. or greater, as directed by the City. Manholes shall have a minimum one-tenth of a foot (0.10 foot) drop at the center of the manhole. 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. Manholes shall be placed at each grade and direction change. Distances between manholes shall not exceed 500 feet. 4.1.3Side Sewers Side sewers lateralsshall be constructed of SDR-35 PVC pipe, a minimum of 6- inches in diameter, and in accordance with ASTM D-3034. Installation shall follow Detail E6.4. The grade for 6-inch side sewer stubs shall be a minimumof two percent (2%). 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 extend a minimum of 5-feet onto the property. The side sewer stub shall be located and terminate in accordance with Detail E6.4. 4.1.4Pump Stations Developers/Owners of developments that may require a pump station to provide sewer service shall contact the Cityregarding the design requirements of the station and the current CityPump Policies. 4.1.5Individual 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 Cityshall make the determination as to which connections qualify for service by grinder pump. Grinder pumps shall meet the following standards. 4-3 CSP OMPREHENSIVE EWER LAN 1.Grinder pumps shall be owned and maintained by the property owner and shall only serve a single ERU. 2.Grinder pumps Systems shall be Environmental One Model 2010. 3.Minimum velocity for Grinder pump pipelines shall be 2 feet per second. 4.Pipelines shall be installed with cleanouts at the end of each line and at critical line size changes to facilitate cleaning. 5.Minimum storage volumes shall be 70 gallons. The Developer shall provided estimated flows to verify adequate storage capacity. 4.2 EASEMENTS Easements dedicated to the City of Edmondsshall be provided for the construction, maintenance and operation of sewer mains or any other related Cityowned 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 15 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 Cityprior 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 AppendixI.The Sample Plans and Standard Details shall be considered during design and shall be followed during construction. At minimum a copy of the applicable manhole detail(s), the side sewer detail and the typical trench detail shall be included on all developer plans sets. Copies of additional individual details may also be required to be on the plans. 4-4 CSP OMPREHENSIVE EWERLAN CHAPTER V -EXISTING FACILITIES 5.1DRAINAGE BASINS The City’s service area is divided into different Sub-basins as identifiedon Figure 5.1. The sub-basins were originally delineatedas part of the 2010 I&I Study by BHC Consultants, LLC.There are a total of 12 Sub-basins that either includesparts of the Edmonds corporate limits or areas that flow to and are treated by the Edmonds WWTP. Sub-basins In Edmonds Flow to EdmondsFlow to Lynnwood Flows to King City Limits WWTP WWTP County Meter 1XXX Zone 1XXX Zone 2XXXX Meter AXX Meter BXX Meter CX Meter EXX MLT ZoneXX Edmonds ZoneXX LS #1XX Richmond Beach X Zone Lynnwood ZoneXX These Sub-basin boundaries are shown on Figures 5.1 and 5.2. Sub-basins LS-1, Edmonds Zone, Meter Cand the MLT Zone generally flow west towards Edmonds WWTP and Puget Sound. The Richmond Beach Zone Sub-basin is conveyed directly to the Edmonds WWTP where it is separately metered. Meter 1, Zone 1, Zone 2, Meter A, Meter B and Meter E generally flow to the south end of Lake Ballinger and are either pumped into the Edmonds Systemor to King County Metro. The Lynnwood Zone Sub-basin includes portions of the City, but is pumped to the Lynnwood WWTP. A more detailed description of each basin is included below. The City operates ten differentflow meters within the system. Sub-basin delineations are, for the most part, based on these meter locations. Relying on the flow data from these meters itis possible to identify flow incertain areas of the City. Similarly, per capita loadings and I&Icontributions can be compared for each Sub-basin. This can be valuable information for identifying areas with high Inflow and Infiltration and for general information about the system. 5.1.1Meter 1 Sub-basin The Meter 1 Zone consists of approximately 160acres and is located on the eastern edge of City of Edmonds municipal boundary. 5-1 HT73 1 H T831 HT 041 HT041 T S141 DR341 HT5 41 HT441 HT74 1 HT9 41 HT 051 HT05 1 DN251 TH 55 1 A C 0 H T 1 H T061 H C A E B H T561 S I HT8 H61 T 9 6 1 HT761 H T96 1 H T761 L HT 071 M H T0 71 HT071 171ST DN 271 DN271 HT471 HT 571 HT771 HT87 1 HT971 HT97 1 H T5 81 H T581 HT58 1 HT78 1 H T 0 9 1 H T 8 81 H HT091T981 DN291 H T5 91 HT591 HT 591 H T59 1 H T89 1 HT00 2 HT 002 HT002 H T991 D R302 TS102 TS 102TS102 HT 402 King County ht4 42 DR 302 D R302 ht 502 401 RS dr34 2 ht442 H T402 H T502 Snohomish County dn 242 dn242 d n242 ak s al Ats14 2 d n242 dn2 42 ts142 ht042ts142 ts142 ht9 32 ht042 ht042 ht8 32 ht732 h t h7 t7323 2 ht832 ht 732 ht63 2 h htt632 632 h t532 h t532 ht4 32 anord aM ht432 ht432 elpaM yll oH ht 032ts132 ht9 22 ht032 ht0 32 ht 822 ht8 22 22 ht7 ht722 5th 22 ht822 ht6 22 ht6 22 ht ht422622 h t522 ht4 22 h t422 ht622 niuqn oglA h t422 ht422 an h ls u K ht41 dn2 22 dn2 22 c r hiB ht022 ht0 22 ht022 ht912ht022 mlE h t812 ht812ht8 12 ri ht7F 12 h712 t ht712 ht612 ht612 eni P 215th ht412 o h c ler tuaLo ht514n 2U 1 2 ht3 12 n i w h 11t 2 ra deC ylloH tunla W 9 ht02redl ht012A T ) " elpa M noty aD ht802 h t802 ht70 2niaM 502lleB ht ht702lleB 4thh 20t502 h t402 h 4t 0 2 ht40 2yel aD dr302 dr302 nel GnelG dn 20 2 ts10 2 dn202 loraC dn20 2 a holA ts102 ht 002 hht t002 0 0 2 h t89 1 ht8 91 ht89 1 ht 691 4y 25 dole RSM h t691 691 ht ht4 91 k ar P dr 39 d1 n29 1 dn291 dr391 dn29 dn2911 t s191 dn 29 1 d n t ts1s19 911 dn2 91 ht0 91 h ht0t 910 9 1 ht0 91 hyrre t091hC ts191 ht981 ht9 81 ht 881 ht8 81 ht881 ht881 ht6 81 h t781 ht781 ht58 1 ht781 ht6 ht68 1 ht481 8h 1 t 6 8 rd1ht 581 185th dr3 81 83rd 1 dr3 81 ht4 81 dn2 81 ts18 1 dn28 1 ts181 ts181 h081 t ht0 h8t18 71 ht0 81 ht0 81 ht9 7 ht 871 ht771 ht871 ht671 ht671 h671 t k ic er d re F 1 74t 7 h571 t d 2n 1 dr371 ht 4 7 1 dr371 dn2 71 dn271 dn2 71 ht071 ht 071 ht961 T ") ht8 61 h t76 1 5 6 t ht461 htht46 4611 ht461 ht06 1 ht061 ht85 1 ht 651 ht65 1 ht6 51 ht 551 dr351 dn251 150th ht 941 1 ht94 hsiF re ht841 h c amr B o ht6 41 h t 5 4 1 ht4 41 ht4 41 dr341 dn 24 1 ts1 41 P:\\Mapping\\Maps_Generated\\Edmonds\\12-10265.00\\maps\\CompSewerPlan - March 2013\\Fig 5.1 Sub-Basins 11x17.mxd 4/23/2013 ctolentino EDMONDS ZONE E-5 BEACH P.S. RICHMOND RICHMONDMETER AT PS #2PS #3 INFLUENT LS-01 ZONE BEACH WWTP ZONE RB-1 WOODWAY ZONE E-51 EDMONDS ZONE E-52 EDMONDSEDMONDS ZONE PS #1 Schematic Flow Diagram Comprehensive Sewer Plan BALL APTS ZONE O-5 METER AT ZONE B-1EDMONDSEDMONDS INFLUENT ZONE E-4 OVWD WWTP Edmonds, Washington PS #7PS #8 METER B ZONE R-1 METER B RONALD WOODWAYWOODWAY ZONE E-40 ZONE W-1 EDMONDSZONE W-2EDMONDSApril 2013 ZONE E-3 BALLINGER PUMP METER AT INFLUENT METER 4* STATION METER 3 WWTP EDMONDS MLT ZONE E-9 METER A METER A ZONE O-4 ZONE O-3 METER C ZONE M-1 OVWD OVWD MLT METER D ZONE MLT METER E METER C ZONE M-2 ZONE E-42 ZONE E-7A ZONE R-3 EDMONDSEDMONDS ZONE R-2ZONE O-2 METER E RONALD RONALD OVWD MLT BHC Consultants, LLC 1601 Fifth Avenue, Suite 500 Seattle, Washington 98101 www.bhcconsultants.com *FLOW METER DATA FROM 4 IS NOT AVAILABLE METER 1 METER 2 206.505.3406 (fax) 206.505.3400 OR THOUGHT TO BE UNRELIABLE. METER 1 ZONE E-21ZONE M-3 EDMONDSEDMONDS ZONE E-1 EDMONDSZONE E-6 ZONE 2 EDMONDS ZONE E-2ZONE O-1 OVWD MLT ZONE 1 EDMONDS EDMONDSZONE L-3 ZONE E-7 CSP OMPREHENSIVE EWERLAN Generally, flow from this Sub-basin flows south towards Lake Ballinger and can be measured by the readings at meter 1. 5.1.2Zone 1 Sub-basin Zone 1 is comprised of approximately 324acres and generally flows east to an outlet near SR 99. After it combines with flows from the Meter 1 Sub-basin, the flows are measured by meter 2. Therefore, Zone 1 Sub-basin flows can be measured by subtracting flow measured at meter 1 from meter 2. 5.1.3Zone 2 Sub-basin Zone 2Sub-basin has approximately 525acres and flows south towards the Lake Ballinger Pump Station. Flow from this area is combined with Zone 1 Sub-basin and Meter 1 Sub-basin. This combined flow joins with flow from Meter E Sub-basin before it flows through Meter D, immediately before the Lake Ballinger Pump Station. The flow in Zone 2 Sub-basin can be measured by subtracting both meter 2 and meter E readings from the meter D readings. 5.1.4Meter A Sub-basin Meter A Sub-basin is in Mountlake Terrace. Flow from this Sub-basin is directed toward the Lake Ballinger Pump Station. At that point the flow will either be pumped to the Edmonds system or to King County depending on the flow swap proportions. Meter A Sub-basin approximately 1,600acresand all flow are measured at meter A. 5.1.5Meter B Sub-basin MeterB Sub-basin is comprised of approximately 555 acres and lies outside of the Edmonds corporate boundaries. For the most part, flows from Meter B Sub-basin flow through the Lake Ballinger Pump Station and are measured by meter B. The Ballinger Commons Apartments are part of this Sub-basin but are not routed through meter B. 5.1.6Meter C Sub-basin Meter C Sub-basin consists of approximately 143acres and is largely located outside the corporate boundaries of Edmonds. Flows are combined with a small area in Olympic View Wastewater District and are measured through meter C. 5.1.7Meter E Sub-basin Meter E Sub-basin is comprised of approximately 663 acres and is located on west edge of the City of Mountlake Terrace, adjacent to the City of Edmonds municipal boundary. Flow from this Sub-basin is measured by flow meter E. 5-4 CSP OMPREHENSIVE EWERLAN 5.1.8MLT Zone Sub-basin The MLT Zone Sub-basin is comprised of approximately 1,575 acres. Sewage from this area generally flows northwest and to the City’s WWTP. The MLT influent meter at the WWTP measures all flows exiting the MLT Zone Sub-basin plus upstream contributions. MLT Zone Sub-basin flows can be determined by subtracting meter 3 from the MLT influent meter. 5.1.9Edmonds Zone Sub-basin The Edmonds Zone is comprised of approximately 1,415acres and lies directly eastof the Edmonds WWTP. Flow from the Edmonds Zone is measured through the Edmonds Influent Meter at the WWTP. Since the LS #01 is tributary, it is necessary to subtract out LS #01 flows to estimate the flows originating in the Edmonds Zone Sub-basin. 5.1.10LS-1 ZoneSub-basin The LS-1 Zone Sub-basinlies at the north side of the Edmonds service area and is comprised of approximately 1,107acres. There are three liftstations operating within this Sub-basin, stations1, 2 and 3. All flowsin this Sub-basin are pumped through Lift Station #1.This station, however, does not have a flow meter. 5.1.11Richmond Beach Sub-basin The Richmond Beach Sub-basinlies in the southwest corner of the City of Edmonds service area. It is comprised of4,054acres. All flow from the Richmond Beach Sub- basinis pumped through the Richmond Beach Pump Station and flows through the Richmond Beach Influent Meter at the WWTP. King County operates and maintains the Richmond Beach Pump Station as part of the 2000 agreement for reciprocal sewage treatment. 5.1.12Lynnwood ZoneSub-basin City of Edmonds has an agreement to send a portion of sewage within the Edmonds municipal boundary to Lynnwood WWTP for sewage treatment. This area is at the northeast corner of the Edmonds municipal boundary and is comprised of approximately 1,241 acres. Edmonds owns and operates sixdifferent lift stations within the Lynnwood ZoneSub-basin.Flow from this Sub-basin does not influence conveyance to and capacity at the Edmonds WWTP. 5-5 CSP OMPREHENSIVE EWERLAN 5.2CITYCOLLECTION AND CONVEYANCE FACILITIES The City’s inventory of gravity sewer lines totals approximately 680,000linear feet of pipes ranging from 6-inches to 36-inches in diameter. This accounts for the City owned pipe only and not adjacent sewer adjacencies which own and operate the sewer infrastructure, and send flow to Edmonds for treatment. Table 5.1 below presents the summarized inventory of the City-owned piping systems. Table 5.1 Summary of Pipe Inventory Total Length of Pipe SizeCity-owned Pipe (feet) 6-inch19,678 8-inch535,672 10-inch34,145 12-inch13,017 15-inch9,612 18-inch7,133 24-inch21,937 30-inch3,456 36-inch3,237 Unknown31,340 TOTAL679,227 feet 5.3LIFT STATIONS The Cityhas a total of 14 active lift stations.Additionally, there are the Lake Ballinger Pump Station and the Richmond Beach Pump Station which are owned and maintained by King County.Several lift stations were upgraded in 2012. In addition, telemetry upgrades have been made at all of the lift stations. Most of the stations have alarm notifications which include: pump on/off; pump failure; power failure; high / low wet well level; generator run; operator in trouble; intrusion; and smoke detector. Table 5.2 summarizes the Pump Station inventory as well as some of the operating conditions. Figure 5.3illustratesthe relationship between each of the District’s lift stations and give a representation of their location within the system. 5-6 PS Upgrades Year (if any) 20022011201220122012200520082008201220122012201220122012 Year Initially Installed 10-inch AC & 12-inch DI Size and Type 2-inch HDPE 2-inch HDPE2-inch HDPE2-inch HDPE Force Main 4-inch PVC 3-inch DI4-inch DI6-inch DI6-inch DI4-inch DI6-inch DI4-inch DI6-inch DI 1425 gpm @ 19 feet308 gpm @ 164 feet308 gpm @ 142 feet 335 gpm @ 45 feet210 gpm @ 22 feet137 gpm @ 22 feet332 gpm @ 38 feet114 gpm @ 49 feet 85 gpm @ 35 feet37 gpm @ 48 feet95 gpm @ 73 feet37 gpm @ 33 feet 42 gpm @ 60 feet Rated Capacity 114 @ 94 feet GPM @ TDH Pump Station Inventory Table 5.2 Hydromatic HPGFHX300 Hydromatic HPGX200CDHydromatic HPGX200CD 2 - 4" WEMCO 2 Hydromatic HPGHX500 Hydromatic HPGFX 4" Gormann Rupp6" Gormann Rupp4" Gormann Rupp 4" Allis Chalmers Manufacturer - 5" WEMCO 4" PACO4" PACO 6" KSB Pump Number of Pumps 2 222222222222 2 Wet Well / Dry WellWet Well / Dry WellWet Well / Dry WellWet Well / Dry WellWet Well / Dry WellWet Well / Dry WellWet Well / Dry WellWet Well / Dry WellWet Well / Dry Well Submersible Submersible Submersible Submersible Submersible Pump Type Pump Station No. 15 10111214 123456789 HT402 ht442 HT402 Hd T502r 3 24 ht4 42 HT 502 dr34 2 dr342 y rreB 4dn 242 dn242 dn242dn 2 m tliau s142Q ts142 ts142 ht 042 ht 042ht0 42 ht04 2 ht042 th 9 23 3 t 9 ht 83 2 ht8 32 ht732 ht83 2 ht7ht832 32 h532 t h632 t ht63 2 h t632 h t632 ht5 32 3 3 2 anorda M ht432 ht432 elpa M tt esuh ca W dn23yllo 2H dn232 dn232 t s 1 3 2 ts1 32 ts132 ht0 32 ht032 h t0 3 th 29 t9222 h2 h92 t2 ht 922 ht8 22 ht8 22 ht822 h t 7 2ht822 2 ht722 ht722 h t622 25thht622 2 ht6 22 ht5 1 o ht62 ht5222 h t522A ht52 2 224thh522 t ht41 ht4 22 ht42 2 ht422 h ht422 t 3 1 ht41 an h ls u K ht422 223rd dn2 22 dn222 hc riB dn222 ts 122 E m mlE lE ht02 2 ht0 22 ml E hmE l ht9 12 ht91 2 mlE alo oC alleB ht812 ht812 ht 812 riF 17thriF 2 ri F h712 t ht712 ht ysroF ht6 12 ht6 12 15th 2 ht6 12 ") h t512 h 5t 21eni P ler uaLtnomaeS 215th ht512 ht512 h ht412 t 4 1 2 ht412 214thkc olmeH nd ela m Ho ht312 o i ecurp ecS urpS n ll ewoH ") rade ht2radeCC 12 ylloH tunla W ") re ht01dlA 2 ") elpa M noty aD ht8 02 ") ht80 2 h tniaM 7 0 2 lle B ht70 2 ll eB ht60 2") ht 602 ht50 2 eu garpS eug arpS h ht402 4t 0 2 ht40 2 h402yela tD 2 t40 d r302 n elGnelG arol C dn2 02 dn202 arr eiS d n20 2l oraC dn 202 ah tolA s102 ts 102 olA ah ts102 ") ts 102V atsi aniatat nuoMsiV h t00 2 tsiV ht 002 ht 0 0d 2o wo srep saC h t891 ht9 91 z i y e l d n i H dnalweiV yeldni H ht891 ") teu gP ydole M h t69 1 tegu 425 P RS ht691 425 R Sht 691 te teguP guP ht59 1 t e g u P ht 491 dr3 91 ht491 ") dr391dr 391 dn29 1 r d n2 91 ") e t arreiS ts 191 dn291dn2 91 t ts1 s191 91 ts191 ht09 1 ts1 91yrr ehC ts191 ht 091 r eta W ht 981ht091 ekal B ht981 ynneP ht88 1 h t881 ht881 htht88 7811 ht 781 ht78 1 8 ht781 6t h 186th ht 681 h581 t h t 8 1 185th dr 381d 3r 8iht481 1 R d n 2 8 1 dn2 81 dn28 1 d ts 181n 2 t 1s8 81 1 ht 081 h t081 h t081 ht9 71 ht871 h871 t h t6 71 ht 671 ") ick r de re F ht571 ht 471 s u ") dr 37 1 d n271 s t 6 1 ) " ht8 61 ") ht 5 6 1 ht46 1 d 63rdht461 1 r dn261 ") ht061 h 7 ") ht 751 h t651 51 ts1 siF reh Ba a m r e o P:\\Mapping\\Maps_Generated\\Edmonds\\12-10265.00\\maps\\CompSewerPlan - March 2013\\Fig 5.3 LS Serv Areas 11x17.mxd 3/28/2013 ctolentino CSP OMPREHENSIVE EWERLAN 5.4EDMONDSWWTP 5.4.1General The EdmondsWastewater Treatment Plant (WWTP) provides wastewater treatment service for residential, commercial, and industrial customers for the City of Edmonds sewer service boundary.The facility was initially built in 1957andhas undergone several modifications, updates and expansions. In 1991 the Edmonds WWTP was upgraded from a primary plant to secondary plant. Currently the plant is rated to treat 11.8 mgd maximummonthflow. nd The plant is located at 200 2Ave South,Edmonds, WA, 98020. The Washington State Department of Ecology regulates discharges to waters of the state through the National Pollutant Discharge Elimination System (NPDES) permit system. NPDES permits are developed based on federal and state water quality standards and treatment requirements. The existing system is permitted under the NPDES discharge permit number WA- 002405-8 (modified May 9, 2012).Effluent limitations are summarized in Table 5.3. The plant has been continuouslycompliant with these standards. Table 5.3 Current NPDES Effluent Limitations for EdmondsWWTP Discharge Average Monthly Average Weekly Maximum 1 1 ParameterLimitsLimitsDaily 1 Limits Carbonaceous Biochemical Oxygen 25 mg/L, 2460 lbs/day40 mg/L, 3936 lbs/dayN/A 85% removal of influent Demand (5 day BOD) CBOD 5 Total Suspended Solids (TSS)30 mg/L, 2952 lbs/day45 mg/L, 4430 lbs/dayN/A 85% removal of influent TSS Fecal Coliform Bacteria200/100 mL400/100 mLN/A pH9.0N/A Total Residual ChlorineN/A 191g/L442g/L 1 Current load limits are based on the Maximum Month Design Flow (MMDF)of 11.80mgd. Biosolids (sludge) treatment and use are regulated under federal (40 CFR Part 503) and State (Chapter 173-308 WAC) regulations through the Statewide General Permit for Biosolids Management. Sludgefrom the Edmondsplant isdewatered using a belt filter pressand incinerated using an on-site fluidized bed incinerator. The plant has been compliant with the regulations for sewage sludge incinerators based onair emission limits established in Title 40 Part 503 of the Clean Water Act (CWA). Theair emissions standards haverecently beenexpandedby the EPA. On February 21, 2011, the EPA publishedtheir newest final SSI emission regulations in the Federal Register at Title 40 Part 60, under the provisions of the Clean Air Act (CAA), Section 129 “Solid Waste Incineration Units”. The new regulations were declared to be effective onMay 20, 2011. 5-9 CSP OMPREHENSIVE EWERLAN The previousand new air quality emission limits, how the plant’s current emissions compare with the new standards and how the new regulationswill affect the current incinerator equipment,operationsand costs are discussed in Section 8.7.1. 5.4.2Existing Wastewater Treatment Facilities and Loadings The plantwas originally constructed in 1957and has been modified or upgraded several times since then. Table 5.4summarizes the history of the WWTP. Though the historical perspective of the improvements and modifications to the plant is interesting, the current infrastructure is really the important issue.The following sections describethe current facilities. General: The current plant has a design maximummonthflow of 11.8 mgd. The maximummonthflow the plant currently treats is about 9.5mgd.Flow is measured by three Parshall flume meters on the influent side of the WWTP and by an effluent meter. Table 5.4 EdmondsWWTP Historical Improvements and Capacity Design Capacity Maximum Average Peak Project descriptionDate MonthAnnualHour (mgd)(mgd)(mgd) Original Construction Grit removal, sewage grinding, primary settling, 1957 2 digestion, chlorination and outfall. Improvements and Modifications Capacity Expansion19594 Two additional clarifiers, effluent pumping, sludge dewatering and incineration system.19677.6 Removed grit and digestion. Secondary Treatment199111.89.140 Headworks The headworks consistsof three channels designated for measuring Edmonds, Mountlake Terrace, and Richmond Beach basin flows. Before the flow is measured with parshallflumes, three 4-footwide mechanical bar screenswith ¼-inchopenings screens the influent. The flow then enters a wet well where four 100 hp vertical non-clog raw sewage pumps, each with acapacity of 9,260 gpm, the process flow though two 24” pipes to a primary influent splitter box. The splitter box gravity feeds the flow to the primary clarifiers. 5-10 CSP OMPREHENSIVE EWERLAN Primary Clarifiers Edmonds hasthreeprimary clarifiers. Two of theclarifiers are center fed square tanks 60 feet by 60feet with a surfacearea of 3,600 square feeteach. The third clarifier is rectangular, 91 feet long by 45 feet wide for a surfacearea of 4,095 square feet. The 11,295 total surfacearea of the three primary clarifiers is square feet. The primary clarifiers provide quiescent conditions that reduces theflowsvelocity to the point that solids can be settled and removed. The clarifier also allows floatable material like plastics, oil, grease and scum to be skimmed off the surface and removed. Typically primary clarifier removals of the plant influent are50 to 70 percent of suspended solids and 25 to 40 percent of BOD. 5 The primary sizing design criteria for clarifiers is the surface overflow rate, or the flow rate divided by the clarifier surfacearea; this is known as the vertical flow velocity. Typical design values for peak hourlyflows are in the range of 2,000 to 3,000 gallons per day per square foot (gpd/sf). At 3,000 gpd/sf, the existing primary clarifiers would have a maximum performance-based capacity of 11,295 sf x 3,000 gpd/sf= 33.885mgd. Aeration Basins After leaving the primary clarifiers, the liquid stream enters a channel that can flow to one of the three aeration basins. The three aeration basins are each 75.3feet wideby 58 feet long and 20.6 feet deep with a total volume of approximately 673,000 gallons each(2.0 million gallons total). The aeration basins provide biological treatment by increasing the dissolved oxygen in the basin with fine bubble diffusers that disperse forced air. The oxygenated water encourages thegrowth of bacteria and microorganisms which consumesthe waste flow’s organic solids. When theprocess flow entersthe aeration basinsit first goes through a premix box wherereturn activated sludge (RAS) from the secondary clarifiers mixes with the influent. The return sludge is the settled solids from the clarifiers and they are returned to increase the mixed liquor concentration and solids retention time (SRT) in the aeration basins. Secondary Clarifiers The secondary clarifiers are necessaryforseparatingtreated effluent from the mixed liquor solids leaving the aeration basins.The three circular clarifiers are 90 feet in diameterwith a 17.5 foot side water depthwhich provide quiescent conditions for gravity sludge settling to occur. The mixed liquor from the aeration basin is fedinto the center of the clarifier and flows outward to the effluent launders. The projected annual average surface overflow rate, in year 2033 is 306gpd/sfand is far less than the average performance designof 550 gpd/sf. The settled solids from the bottom of the clarifiers are thesource for return sludge recycled back to the aeration basins. Secondary sludge pumpsreturnthe activated sludge from the clarifiers back to the to the individual premixboxes at each aeration basin. The waste activated sludge is wasted to a storage tank andthen pumped to the belt presses for dewatering before incineration. 5-11 CSP OMPREHENSIVE EWERLAN Chlorine Disinfection The plant effluent is disinfected using liquid sodium hypochlorite (bleach). The sodium hypochlorite disinfection flash mix structure is provided to recombine effluent from the secondary clarifiers, however, current operation is to feed sodium hypochlorite at the secondary clarifier weir overflows which increases the contact time.The structure also provides 12.5% concentrationsodium hypochlorite solution injection to the secondary effluent. Sodium hypochlorite is bought in bulk and stored at the facility in two 3,000 gallon tanks. The purpose of the chlorine contact chamber is to provide a minimum of 20 minutes of detention time at peak hour flow rates,prior to discharge of the secondary effluent to the outfall, in order to allow the sodium hypochlorite solution time to react with the effluent. The current peak hour contact time using only the chlorine contact chamber is14 minutesand is projected to be about the same in theyear 2033.The practice of feeding sodium hypochlorite at the secondary weir overflow will continue. The plant is meeting the current disinfection criteria by increasing the chlorination dose and then dechlorinating.The plant is able tocontrol the chlorine residual through dechlorinationby using bisulfate. The bisulfate is a 38% NaHSOsolutionthat when 3 added to water releases sulfur dioxidewhich reacts with free chlorine and chloramines reducing effluent concentrations. Sludge Dewatering Primary and WAS is combined before dewatering and averages about 1.0% total solids. Thedewatering equipment consists of twobelt presses where one operatesat a time from 12 to 24hours a daydepending on the Edmonds Plantsludge production. The dewateredsludge is fed to the onsite fluidized bed incinerator. Incineration From the belt presses, the dewatered sludge cake is deposited by a belt conveyorinto a hopperthat delivers the dewatered sludgeto the fluid bed incineratorby a hydraulic pump. The fats, oils, and greases (FOG) arecollected in the Primary Sludge Tank and are mixed withraw and WAS as feed to the belt presses.Large influxes of FOG arenot desirable for incineration because their high fuel valuemakes temperature control more difficult. Internally the incinerator has a reactor bed of sand that is fluidized bya controlled, pre- heatedair supply that is blown through it. Here the dewatered sludge cake is fed into the fluidized sand bed where it is burned. In this bed the dewatered sludge is broken up by the sands fluidizing motion and is incinerated by the heat.Diesel fuel is pumped into the reactor to aid in combustion, as required. The amount of supplemental fuel required depends on the heat content of the combustion air (which is pre-heated by the primary flue gas heat exchanger), and the heat content of thesludge, which is dependent on the solids content of the dewatered sludge (% volatile solids). When the incinerator is operating at its design capacity with 27% dry solids (75% volatile), or greater, the incinerator should theoreticallyoperate autogenously (thermally self-supporting), and supplemental fuel should only be required for start-up. 5-12 CSP OMPREHENSIVE EWERLAN The incinerated sludge byproducts are gases and ash.The gases and ash exit the top of the incinerator and pass through a heat exchanger. The heat exchanger pre-heats the incinerator fluidizing air. The exhaustedgas and ashes pass through a wet Venturi cyclone scrubber for particulate removal, followed by a wet tray scrubber where the finer particulate is removed and the gas is cooled by passing the scrubbed gas (which is re- heated with diesel fuel)counter-current to a large quantity of water.Combustion air is routed to the stack at about 10% of total combustion airto prevent a visible steam plume when it isreleased through a stack to the atmosphere. The captured ash is thickened in a gravity thickener and dewatered in a vacuum filter. Current operations produce, onaverage, about 25 cubic yards of ash a week. Plant Effluent The treated and disinfected effluent is discharged approximately1,250-feet off shore through a 36-inch outfall into Puget Sound. The outfall branches into two diffusers, each 160 feet longwith diffuser ports at MLLW elevation that ranges from 56 to 73 feet deep. A layout of the Edmonds WWTP is shown in Figure 5.4. Historical loadings and anticipated plant improvements are discussedin Chapter 8. 5-13 DAYTON ST. CHLORINE CONTACT CHAMBER EFFLUENT SECONDARY CLARIFIER NO. 2 FERRYTERMINALLANE 2ndAVENUES. (SR104) CHLORINE MIXING BASIN SECONDARY CLARIFIER SECONDARY NO. 1 CLARIFIER NO. 3 RAS PUMPING STATION (BELOW) AERATIONAERATION AERATION BASINSBASINS BASINS No. 2 No. 1 No. 3 EDMONDS RICHMOND BEACH PRIMARY MOUNTLAKE TERRACE PRIMARYPRIMARY CLARIFIER CLARIFIERCLARIFIER NO. 2NO. 1 INFLUENT PUMPING NO. 3 STATION RAW SLUDGE PRIMARY INFLUENT PUMPING SPLITTER BOX ROOM SOLIDS PROCESS BUILDING OPERATIONS BUILDING BHC Consultants, LLC WWTP Layout 1601 Fifth Avenue, Suite 500 Seattle, WA 98101 Comprehensive Sewer Plan 206.505.3400 Edmonds, Washington 206.505.3406 (fax) www.bhcconsultants.com May 2012 CSP OMPREHENSIVE EWERLAN 5.5 Additional Regulatory Requirements Substitute Secondary House Bill 1338 – Wastewater Reuse While reuse of reclaimed wastewater treatment plant effluent is becoming more and more common, the demand for year-round reclaimed effluent in the Pacific Northwest is very limited, particularly in a suburban setting. To be acceptable for reuse, effluent must meet the quality standards specified in the state’s Water Reclamation and Reuse Standards. 5.6Infiltrationand Inflow The District maintains a pro-active approach to I and I reduction. In 1979,the City embarked on an aggressive program to reduce inflow by eliminating roof drain connections and other stormwater connections and by sealing manholes. Monitoring the peaking factors during large storm events in the 1980’s and 1990’s showed that the effort to reduce I&I appeared to be working. However, a storm in late January, 2006 raised new concerns. Flow measurements indicated higher than normal peaking factors and thus increased I&I for this storm. A 2010 I&I study was performed by BHC Consultants in order to address these concerns. The study identified key areas within the system that are predicted to have higher I&I than other areas of the system. The areas and the efforts are explained further below: 5.6.1Zone 1 Problem Area The Zone 1 basin was predicted to have the highest I&I problems and is tagged as an area of concern. The prediction is based off of higher than normal peaking factors in gallons per acre day. It was recommended to T.V. inspect and smoke test areas within this basin to further identify the exact pipe sections and manholes that can be fixed. 5.6.2LS-01 Zone LS-01 Zone was predicted to have the second worse I&I problem out of all the sub- basins. Out of the three storm events, analyzed in the study, the peaking factor from average dry weather flow was over 5. The study recommends further T.V. inspection and smoke testing in the LS-01 zone to identify the exact lengths of pipe and manholes that need to be fixed. 5.6.3MLT Zone The MLT Zone was also identified as a higher than normal I&I area. The City will continue to take a pro-active approach to reducing I&I in the system and therefore avoiding larger than normal flows at the plant during high precipitation storm events. 5-15 CSP OMPREHENSIVE EWER LAN Chapter VI – EXISTING AND FUTURE POPULATION AND FLOW PROJECTIONS 6.1POPULATION 6.1.1General Baseline population (Population 2010) estimates per Sub-basin were calculated using 2010 Census data. A residential density was calculated for each census tract based on current residentially zoned acreage, and that density was applied to the total residential acreage within each Sub-basin. A further breakdownof the methodology used as well as resources can be found in Appendix C. 6.1.2Existing Residential, Commercial and StudentPopulations Table 6.1 identifies the eleven Sub-basins that flow to the Edmonds WWTPand the twelfth Sub-basin presented on Figure 5.1 is the Lynnwood Zone Sub-basin. Flows from this area are within the Edmonds City limits but are treated at the Lynnwood WWTP. For the purposes of this Comprehensive Plan, the flows from the Lynnwood Zone Sub-basin were analyzed and includedthe CIP. The sewer generating categories were classified into residential population, employees and students. Existing population for each of these categories was available through Snohomish County or the Edmonds School District. There are portions of the Richmond Beach Sub-basin that are not sewered and that percentage is reflected in the sewered population values on Table 6.1. Other than these large tracts, it has been assumed that virtually all parcels are sewered. Itis recognized, however, that there might be an occasional and isolated parcel that is not served. These isolated parcels constitute a small percentage and are reflected in Table 6.1. All commercial (i.e. employees) and student populations were counted assewered. Historical and textbook values of domestic wastewater (i.e. little or no I/I contribution) assigned to residential customers are typically found to be between 50 and 60 gals per capita per day (gpcd). Students and employeesare generally foundto be a fraction of the contribution of a full time resident. Historical values for students have been found to range from 10 to 15 gallons per studentper day.Textbook values per employee can vary broadly depending on the nature of the commercial use. The typical per employee contribution ranges from 15 to 25 gallons per employee per day. This range is consistent with the values used by both the Alderwood Water and Wastewater District’s Comprehensive plan dated 2009 and the City of Lynnwood’s Comprehensive Plan dated 2012. Based on these values, a ratio for students and employees was established so a population equivalence could be developed. Five students generate the same volume of wastewater as a full time resident, or a 5 to1ratio for students. Similarly, a 3 to 1 ratio is expected for employees. 6-1 CSP OMPREHENSIVE EWER LAN The development of the Population Equivalence (see Table 6.1) was based on these ratios. This means that aresident living in the Sub-basin would be counted as one and all studentswould be counted as 20%and all employees would be counted as 0.33people. This formula was applied to the population, employees and students to determine the Population Equivalent. Table 6.1 City of Edmonds -Existing Population 2010 Student Population EmploymentPopulationPopulation Sub-Basins Total Total SeweredTotal Total Equivalent PopulationPopulationEmployment (1)Population (2)(#) City of Edmonds Meter 11,7881,7881,5351,7222,644 2,686 Zone 12,6865923782,959 4,815 Zone 24,8354,58506,342 12,075 Meter A12,0751,6571,69112,965 4,249 Meter B4,4732,6644505,226 1,412 Meter C1,48618201,472 5,537 Meter E5,8285,3671,3727,598 10,095 MLT Zone10,6261,6041,17710,864 10,790 Edmonds Zone10,7903,55850312,075 6,090 LS #16,4105081,1816,495 Richmond Beach Zone19,75517,0377,52817,61723,067 Lynnwood Zone6,5286,20250906,371 Notes 1. The ratio of flow per employee to flow per resident is assumed to be 1:3 ( DOE, Criteria for Sewage Works Design -Orange Book). 2. The ratio of flow per employee to flow per resident is assumed to be 1:5 (DOE, Criteria for Sewage Works Design -Orange Book). These population numbers were assigned to the geographic Sub-basin. Furthermore, forecasted values of population, employment and students also followed these Sub-basin boundaries. 6.1.3Future Residential, Commercial and School Populations The task of this Plan is to evaluate the performance of the sewer collection, conveyance and treatment components for baseline (existing), 6-year, 20-year and build out scenarios.To evaluate the conditions on these target years, the Plan determined the residential, commercial and student populations for the years 2019, 2033 and build out. Various sources of data were used to estimate these populations and employment figures. These sources include the following: 6-2 CSP OMPREHENSIVE EWER LAN 2010 Census Data, by Census Block 2010 Covered Employment Estimates, Washington State Employment Security Department, provided as custom estimates via PSRC 2008-2010 Three-Year American Community Survey, Self-Employment Estimates for Edmonds Office of Financial Management, Population Estimates for 2011 and 2012 Snohomish County 2012 Buildable Lands Report Snohomish County Draft Initial Growth Targets for 2035 King County 2007 Buildable Lands Report City of Shoreline Comprehensive Plan Land Useand Buildable Lands Capacity Update, 2012 Shoreline Community College Unduplicated Annual Head Count Edmonds School District Update of Long Range Enrollment Projections 2012 to 2032 Conversations regarding local long-range planning efforts with City Staffin Edmonds, Shoreline, and Mountlake Terrace; the Snohomish County Demographics Team; and staff and facility planners at school districts and at individual schools. The population was then distributed to the 12 Sub-basins, described earlier, so the hydraulic model could be define that infrastructure that was at or approaching its maximum capacity. A detailed description of the protocol followed is presented in Appendix XXX. The City of Edmonds service area spans two counties and serves several cities or Special Service Districts. Consequently, there were several document sources that were used to determine the future population/employees. Residential population baselines have been established for each Sub-basin based on Census data. Employment baselines have been established for each Sub-basin from PSRC custom estimates for State-reported Covered Employment; self-employment estimates have been added to calculate baseline total employment for each Sub-basin. The Richmond Beach Zone Sub-basin straddles the Snohomish-King County boundary. For the purpose of these forecast estimates, two separate evaluations, prepared for the portions of the Richmond Beach Zone Sub-basin in each County, have been added together to compute a final estimate for the entire Sub-basin for each target year. King County Population and Employment Forecast. King County forecast estimates are based on the 2007 Buildable Lands Report, for Shoreline’s primarily residential zoning, and on the 2012 Update to the Shoreline Comprehensive Plan, which included updated population and employment capacity estimates specifically along the Aurora/Highway 99 Corridor. The City of Shoreline is planning for significant increases in development along thiscorridor, impacting population and employment Richmond Beach Zone Sub-basin, Meter C Sub-basin, and Meter B Sub-basin. The 2031 horizon for this 6-3 CSP OMPREHENSIVE EWER LAN report has been used as an interpolation point from which to estimate forecasts for the target yeas; this interpolation has been extended to estimate a buildout scenario as well. Snohomish County Population and Employment Forecast . Snohomish County 6-year population forecast estimates are based on the 2012 Buildable Lands Report, which offers detailed capacity analysis based on both underlying city zoning and market trends. The 20-year estimates are based on the County’s 2035 Initial Growth Targets, aspirational estimates which are to be adopted into the countywide planning policies; these will assist with the next GMA-mandated round of comprehensive plan updates. However, Edmonds City Staff feels that these Initial Growth Targets are based on past market trends and do not account for a potential market shift favoring the significantly more dense, multi-story, mixed use development currently permitted in the zoning along Highway 99. The City of Edmonds has loosely approximated additional population and employment in selected sub-basins in order to approximate the scenario within which market conditions favor a shift towards this additional density along Highway 99 sometime within the next 20 years. The 2035 horizon for the InitialGrowth Targets has been used as an interpolation point from which to extend forecast estimates out to a buildout scenario for residential population. The employment capacity expressed in the 2012 Buildable Lands Report, with market reductions removed, stands in as the data point for the estimated employment buildout scenario Student Enrollment Baselines and Forecast Estimates Individual Schools and School Districts have been surveyed to gather baseline enrollment statistics. The Edmonds School District provided a long-range forecast report recommending consideration of a medium-growth scenario throughout the school district; these growth rates have been applied to the District schools within the Service Area. Shoreline School District_____. Private schools are generally assumed to retain stable student enrollment populations through time, and none within the Service Area reported plans for major expansions. Shoreline Community College, with no major plans for facility expansion, also expects a relatively stable on-campus student population in the future; anticipated increases in enrollment are likely to be offset by concurrent increases in student participation in distance learning programs. The summary of this analysis is presented in Table 6.2. 6.2FLOWS 6.2.1General Edmonds is fortunate to have ten functioning and reliable flow meters. These flow meters are presented schematically on Figure 5.2. An eleventh flow meter (Meter 4) has not been maintained or calibrated. Consequently, this data is not available or is thought to be unreliable. 6-4 Population Equivalence 13,04120,28123,91614,94816,55463,527 5,0574,1667,650 5,1869,8867,838 (1) Sewered Students 17,817 2,4102,2681,9201,599 1,653 450685 529 00 0 Employment Sewered Buildout 17,486 1,6776,5074,1718,8471,0656,7382,1284,826 981523531 (DOE, Criteria for Sewage Works Design - Orange Book). Sewered Population 10,87420,88013,92014,81054,141 18,438 Total 4,0174,7543,8117,2587,3337,473 Population 10,87418,43820,88013,92014,81054,141 Total 3,8117,2587,3337,473 4,0174,754 Population Equivalence 13,253 16,82412,92514,44039,935 2,6018,9377,3337,197 3,2883,8318,646 (1) City of Edmonds - Population and Growth Projections Sewered Students 16,347 1,9431,5481,3131,333 1,877 427443561 000 Employment Sewered 11,883 1,6165,3476,1521,904 5,8703,0974,2841. The ratio of flow per employee to flow per resident is assumed to be 1:3 and ratio of 1:5 for students 2033 999565516521 Sewered Population 15,41711,05612,90132,709 12,356 Table 6.2 Total 2,4136,579 3,4136,6916,8957,024 2,361 Population 15,41711,056 35612,90134,430 Total 2,3613,4136,6916,895 2,4136,5797,024 12, Population Equivalence 14,67913,13328,622 12,225 7,7961,8868,3377,041 2,7383,2356,9746,925 (1) Sewered Students 15,540 1,7101,3901,197 1,745 1,191 383440509 000 Employment Sewered 1,5672,2213,7145,6741,721 5,0883,8429,232 2019 751332511514 Sewered Population 13,59711,414 11,75222,440 Total 6,4711,7756,1706,6316,754 1,8672,908 5,280 Population 13,59711,41411,75224,933 Total 2,9086,4711,7756,1706,6316,754 1,8675,280 Richmond Beach Zone Lynnwood Zone Edmonds Zone LT Zone Sub-Basins Meter 1 Meter AMeter BMeter E Meter C Zone 1 Zone 2 LS #1 City of Edmonds M CSP OMPREHENSIVE EWER LAN Flow data from these ten meters was collected from July 2006 through November 2012. A graphical representation of this flow data is presented in Appendix XX. In order to capture different flow scenarios fourflow conditions were graphed.These four flow conditions were the Average Dry Weather, Average Daily, Average Wet Weather and Maximum Month.Graphical presentation of the Peak Day and Peak Hour was not viewed as meaningful. Total daily flow data for this six and half year period was evaluated. Average Dry WeatherFlow – This flow condition is definedasthe average daily flow for the months of July through October when no rainfall was recorded. As expected, the flow was very stable during this period. Any day with measureable rainfall was excluded from the data set. The intent of presenting this data is to capture the base domestic flow conditions with neither infiltration norinflow. Average DailyFlow – This flow condition captured all daily flows during the year. The average of all these flows would be considered the 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 Flows are of particular interest for the WWTP. Since the NPDES permit is written with monthly 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 monthly average flow. Peak Day Flow – The Peak Day Flow is the maximum total daily flow recorded at the meters during a 24-hour period. In December 2006 and December 2007, the area experienced an abnormally high rainfall event. This translated to record flows at the ten meters and at the WWTP. These rainfall events havenot been replicated since that time. 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 flows were determined from two factors: 1) the addition of diurnal flow patterns which were developed from 5-minute flow data for the year 2009 (see Figure 6.1) and 2) the peaking factor between peak day and peak hour which was derived from 5-minute data. 6.2.2Recorded Flows The graphical presentation of the flow data starting in July 2006 through November 2012 is displayed in Appendix B and summarized on Table 6.3. It is meaningful to evaluate the entire period to understand the growth or trending during this six and half year period. However, averaging this entire time period was not representative of the current day flows. There areseveral factors that are effect the flow patterns at the meters. These 6-6 CSP OMPREHENSIVE EWER LAN include: City pipeline rehabilitation projects New sewer line extensions New customers and connections Degradation of the pipelines.King County has concludedfrom their studiesthat there is a 7% degradation of the pipe, and hence a 7% increase in I&I, every decade. Viewing the flow graphs for this period, it appears that these factors are offsetting. There is not any trending patterns over the period. This is perhaps understandable since much of the service area is built out and largely sewered.Consequently, flow data for the years 2010 through 2012 were used to capture the current conditions. 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 by summing the flows from the three influent meters (MLT, Edmonds and Richmond Beach) at the WWTP for the period of 2010 through 2012. It should be noted that these values are not necessarily the peak recorded flows for the plant. Significant storm events in 2007 and 2009 resulted in flows in excess of that which is presented below: 1 Current Influent Flows Edmonds WWTP Average dry weather flow (ADWF)2, mgd3.97 Annual average flow (AAF), mgd5.82 Average wet weather flow (AWWF)3, mgd7.52 4 Maximum month flow (MMF), mgd9.66 5 Peak day flow(PDF), mgd21.65 Peak wet weather flow 6(PWWF), mgd27.5 Notes: 1. Values represent flow events from 2010 to 2012. 2.ADWF is defined as the average of the days with zero rainfall during four dry weather months (July through Oct) for years 2010 to 2012. 3.AWWF is defined as the average of five wet weather months (November through March) for years 2010 to 2012. 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 12/12/2010. It should be noted that the historical high daily flow of 23.84 mgd was recorded on 12/3/2007. 6.PWWF is an estimate value using the peak hour to peak day ratio seen from the December 3, 2007. This factor was approximately 1.27. It should be noted that the historical high peak flow of 30.26 mgd was recorded on 12/3/2007. 6-7 CƌƚǞƭ CƌƚǞ 5źǒƩƓğƌ 5źǒƩƓğƌ ĻĻƉĻƓķ ĻĻƉķğǤ CƌƚǞ Џ͵Њ 5źǒƩƓğƌ CźŭǒƩĻ Њ͵ЏЉЊ͵ЍЉЊ͵ЋЉЊ͵ЉЉЉ͵БЉЉ͵ЏЉЉ͵ЍЉЉ͵ЋЉЉ͵ЉЉ Λ ƓźƷƌĻƭƭΜǞƚCƌƚ Equivalent Flow per 210311287254439220321134156335330 (2) Peak Day Flow mgd 0.5553.7230.6464.2932.4415.2737.8267.601 1.741.336.22 Equivalent Flow per (2) 108124146100118132122 85869388 Maximum Month Flow mgd 0.2250.6051.6020.4480.2151.9490.8963.6654.3982.4552.803 Equivalent (3) Flow per Average Wet Weather 100107 657594678381747185 Flow mgd 0.1730.4221.2140.3520.1471.6280.6172.9113.5761.9821.967 City of Edmonds - Measured Flows by Meter Peak Hour data derived from Peak day x 1.27 peaking factor at the WWTP which accounts for the diurnal flow patterns plus the peak storm event Flow Data obtained from City provided information. Consolidated from monthly Discharge Monitoring Reports (DMR's), for years 2010 - 2012. Average Dry Weather Flow is defined as the average daily for months of July through October with days of zero rainfall for years 2010 - 2012. Equivalent Flow per (2) Average Daily Flow 6160755878747449519267 Average Wet Weather Flow is defined as the average flow from the months of November through March for years 2010 - 2012. Table 6.3 Flow mgd 0.1610.3350.9740.3040.1151.4490.5631.9372.5601.7151.542 Equivalent Flow per (1) Average Dry Weather 5344544952646626307646 Flow mgd 0.1400.2490.7030.2570.0761.2500.4981.0311.5001.4061.060 (5) Equivalent 12,96512,96519,54312,96539,20610,86412,96550,07012,07518,57023,067 Population 2,6442,6442,9592,6445,6035,2265,2261,4721,4727,5986,3422,9592,6447,5987,5981,4725,2267,5986,3422,9592,6441,4725,2267,5986,3422,9592,6446,495 Population Equivalent is 2010 values see Table 6.1 1602.41602.41673.81602.43974.51573.91602.45548.41415.81106.62522.44054.44054.4 161.0161.0324.3161.0485.3555.0555.0143.3143.3663.0525.5324.3161.0663.0663.0143.3555.0663.0525.5324.3161.0143.3555.0663.0525.5324.3161.0 Size in Acres Total Edmonds at WWTP Total MLT at WWTP Total RB at WWTP Total Meter 1Total Meter 2Total Meter 3 Total Meter ATotal Meter BTotal Meter E Total Meter CTotal Meter D LS-01 Zone MLT Zone Edmonds Sub-basins Zone 1 Zone 1 Zone 1 Zone 1 Meter 1Meter 1Meter 1Meter 1Meter 1 Meter BMeter EMeter EMeter BMeter EMeter BMeter E Meter CMeter CMeter C Meter AMeter AMeter A Zone 2Zone 2Zone 2 (1)(2)(3)(4)(5) MLT at WWTP Richmond B Edmonds at WWTPat WWTP Meter 1Meter 2Meter 3 Meter AMeter BMeter E Meter CMeter D Meters CSP OMPREHENSIVE EWER LAN A graphical presentation of flow at the WWTP for the period of record (2007 through 2012) is presented in Figure 6.2. A visual comparison of the 2007 and 2010 storm events is evident. The flow per population equivalent as presented on Table 6.3, shows some slight variability in the values. In particular, the data measured in Meters 3 and the MLT meter at the WWTP reflects per population equivalent values that are unusually low.However, these two meters are downstream of the flow diversion to King County and consequently reflect lower total flows coming into the Edmonds system. This explains the low per population equivalent values seen at these two meters. Figure 6.2 Edmonds Wastewater Flows Edmonds WWTP Flows (mgd) Precipitation (inches) 35 0.0 1.0 30 2.0 Wastewater Flow (mgd) 3.0 Precipitation (inches) 25 4.0 5.0 20 6.0 7.0 15 8.0 9.0 10 10.0 11.0 5 12.0 13.0 0 14.0 Date 6.2.3Estimated Future Flows The application of the appropriate per population equivalent value is the basis for the future flow projections. With differing demographics and residential/commercial composition, each Sub-basin will have different per equivalent contribution. Therefore, it is recommended that the derived values be applied for the future growth conditionsas presented below: Sub-basin Meter 1 – use values from Meter 1 6-10 CSP OMPREHENSIVE EWER LAN Sub-basin Zone 1 – use values from Meter 2 Sub-basin Zone 2 – use values from Meter 2 Sub-basin Meter A – use values from Meter A Sub-basin Meter B – use values from Meter B Sub-basin Meter C – use values from Meter C Sub-basin Meter E – use values from Meter E Sub-basin MLT Zone – this sub-basin is influenced by the flow swap. The determination of the appropriate flows can be reach by either subtracting the Meter 3 data from the MLT meter data or by using data from a non-subtraction meter such Meters A, B, C or E. Subtracting Meter 3 data from MLT meter results in data that is veryclose to Meter B flow data. Therefore, the forecast has used values from Meter B. Sub-basin Edmonds Zone – use Edmonds meter at the WWTP Sub-basin LS#1 – use Edmonds meter at the WWTP Sub-basin Redmond Beach Zone – use Richmond Beach meter at WWTP Sub-basin Lynnwood Zone – this Sub-basin flows to the Lynnwood WWTP. The only flow records available for this Sub-basin arefrom the single effluent flow meter at the WWTP. The per population equivalent values used on Tables 6.4, 6.5 and 6.6 originate from the corresponding values in Table 6.3, as noted above, and have a 7% per decade pipe degradation factor for the increased I/I. The 7% factor is applied to the I/I component for all the flow scenarios except the Average Dry Weather Flows, which by definition, has little or no I/I contribution. 6.3WWTP FLOWS Comparing historical flows with forecasted flows requires an understanding of the King County Interlocal Agreement. Historically, as described in Section 3.4.2, a seasonal flow swap with King County was executed that sent all winter and spring flows from both Richmond Beach and the flows at the Lake Ballenger PS to Edmonds. The summer flows were swapped such that the volumetric flows from Richmond Beach were directed to King County. Effective in 2012, the agreement calls for all flow throughout the entire year to be swapped with King County. This means that the total volume of wastewater received by Edmonds will be reduced. Consequently, the WWTP flow projections reflect this change in operation. Table 6.7 presents the forecasted flows at the WWTP. These flows are the basis for the WWTP loadings shown on Table 8.1 6-11 Sewer Flow 4,358,6762,051,2222,768,1084,541,938 1,040,6862,243,8253,216,7212,434,8859,772,2452,394,919 592,781858,159 (gpd) Peak Day Equivalent Population 217322322297263455332263346346341346 (2) Sewer Flow 1,856,4861,001,5421,066,7821,767,3993,568,814 236,696357,916771,703680,260282,882947,484931,932 (gpd) Maximum Month Equivalent 2. Value derived from Table 6.3 as modified in Section 6.2.3. An additional allowance of 7% per decade is applied to account for the increased the I/I component Population 111111126150120135135125135 (2) 868787 Sewer Flow 1,398,7541,418,8312,487,933 180,586247,830534,347531,040192,119682,531832,775760,620748,136 Average Wet Weather(gpd) Equivalent (2) Population Flow per 102108108108 6677779568826887 2019 Flow Projections Sewer Flow 1,115,6211,222,0711,938,442 167,637195,495421,506456,429149,407620,787715,771655,139644,386 (gpd) Table 6.4 Average Daily Equivalent (2) Population Flow per 616060765979745993936893 8. No Flow data available for Lynnwood Zone, therefore use Edmonds Meter at WWTP 7. The values used for Sub-basin LS#1 are from the Edmonds Meter at the WWTP Sewer Flow 1,315,255 144,977143,520309,444795,916383,374546,466601,206994,360533,066524,316 97,352 (gpd) Average Dry Weather 6. The values used for Sub-basin MLT Zone are from Meter B flow data 3. The values used for Sub-basin Meter 1 are from Meter 1 flow data 4. The values used for Sub-basin Zone 1 are from Meter 2 flow data5. The values used for Sub-basin Zone 2 are from Meter 2 flow data Equivalent (2) Population Flow per 46 5344445449526649767676 Equivalence Population 14,67912,22513,13328,622 2,7383,2356,9747,7961,8868,3377,0416,925 (1) (8) Richmond Beach Zone Lynnwood Zone Edmonds Zone (6) 1. Values from Table 6.2 (3) (4)(5) (7) Sub-Basins MLT Zone Meter AMeter BMeter E Meter C Meter 1 Zone 1 Zone 2 LS #1 Notes Sewer Flow 6,815,7647,117,7482,166,8713,706,8726,445,956 1,228,3041,900,5604,778,7544,448,8583,051,93124,716,1162,978,820 (gpd) Peak Day Population Equivalent Flow per 243366366336298520375298389389389389 (2) Sewer Flow 2,233,7661,274,531 1,582,3192,801,2491,396,1872,384,8631,129,1488,727,5231,102,098 691,039 464,523629,304 (gpd) Maximum Month 2. Value derived from Table 6.3 as modified in Section 6.2.3. An additional allowance of 7% per decade is applied to account for the increased the I/I component Population Equivalent Flow per 121121138166129144144137144 (2) 93 9293 Sewer Flow 2,066,8631,702,1771,874,6655,941,682 1,066,9461,063,924 458,193835,293 344,170424,336887,587866,324 Average Wet Weather(gpd) Equivalent (2) Population Flow per 102110113113113 718494 68828271 Build Out - Flow Projections Sewer Flow 1,612,6041,436,3821,586,6674,525,435 316,396326,891821,933348,618750,279897,792751,230733,234 Table 6.6 (gpd) Average Daily Equivalent (2) Population Flow per 8476 63636380606096967196 8. No Flow data available for Lynnwood Zone, therefore use Edmonds Meter at WWTP 7. The values used for Sub-basin LS#1 are from the Edmonds Meter at the WWTP Sewer Flow 1,099,6701,176,1241,253,3662,919,245 215,074647,948 267,792230,119578,610735,122593,424579,208 Average Dry Weather (gpd) 6. The values used for Sub-basin MLT Zone are from Meter B flow data 3. The values used for Sub-basin Meter 1 are from Meter 1 flow data 4. The values used for Sub-basin Zone 1 are from Meter 2 flow data5. The values used for Sub-basin Zone 2 are from Meter 2 flow data Equivalent (2) Population Flow per 46 5266 534444544949767676 Equivalence Population 13,04120,28123,91614,94816,55463,527 Total 9,886 5,0575,1864,1667,8387,650 (1) Richmond Beach Zone (8) Edmonds Zone 1. Values from Table 6.2 (6) Lynnwood Zone (3) (4)(5) Sub-Basins MLT Zone (7) Meter E Meter AMeter B Meter 1 Meter C Zone 1 Zone 2 LS #1 Notes Peak Hour (MGD) (2) 0000 ЎͲАЋЉͲЉЉЉБͲВЏВͲЉЉЉЉЉЏͲАВЌͲЉЉЉЊЉͲВЎБͲЉЉЉЉЉ 7,658,00012,538,000009,579,00016,233,00000 Day (MGD) Maximum (2) 2033 Month (MGD) ЋЉЍͲЉЉЉЋВЎͲЉЉЉЋЌАͲЉЉЉЍЍБͲЉЉЉЎЌЏͲЉЉЉЊͲЉЊЊͲЉЉЉЊͲЌЊЌͲЉЉЉЋͲЋЍЋͲЉЉЉАЏБͲЉЉЉЊͲЊАЍͲЉЉЉЋЊЌͲЉЉЉЍЊЍͲЉЉЉЏАЌͲЉЉЉЊͲЊЊВͲЉЉЉАББͲЉЉЉЊͲЋЉЍͲЉЉЉЍͲАЌЊͲЉЉЉАͲВЉАͲЉЉЉЊͲЌЏАͲЉЉЉЋͲЉЋЌͲЉЉЉЏВЍͲЉЉЉЊͲЉЋАͲЉЉЉЋͲЉЏЋͲЉЉЉЌͲЉЎЊͲЉЉЉЋͲАБЏ ͲЉЉЉЎͲЋАЎͲЉЉЉЋͲАБЏͲЉЉЉЎͲЋАЎͲЉЉЉ Maximum (1) ŅƚƩ ğĭĭƚǒƓƷƭ (MGD) (1) Annual Average City of Edmonds - WWTP Flow Projections 2019 and 203 3 ƷŷğƷ Peak Hour (MGD) (2) ƒƚķĻƌ 0000 ŷǤķƩğǒƌźĭ Day (MGD) Maximum (2) Table 6.7 ƷŷĻ 2019 Month (MGD) ЊЏБͲЉЉЉЋЌАͲЉЉЉЊВЎͲЉЉЉЌЎБͲЉЉЉЍЋЋͲЉЉЉААЋͲЉЉЉЊͲЊЊЏͲЉЉЉЊͲБЎЏͲЉЉЉЍЎЏͲЉЉЉЏБЉͲЉЉЉЊЍВͲЉЉЉЋБЌͲЉЉЉЏЋЊͲЉЉЉЊͲЉЉЋͲЉЉЉАЊЏͲЉЉЉЊͲЉЏАͲЉЉЉЌͲБЍЌͲЉЉЉЏͲЋЎЍͲЉЉЉЊͲЋЋЋͲЉЉЉЊͲАЏАͲЉЉЉЏЎЎͲЉЉЉВЍАͲЉЉЉЊͲБААͲЉЉЉЋͲАЊЎͲЉЉЉЊͲВЌБͲЉЉЉЌͲ ЎЏВͲЉЉЉЊͲВЌБͲЉЉЉЌͲЎЏВͲЉЉЉ Maximum ŅƩƚƒ (1) ķĻƩźǝĻķ nnual (MGD) Average ǞĻƩĻ (1) ğƷƷĻƓǒğƷźƚƓ IƚǒƩ A tĻğƉ Total Flow at WWTP Less King County Total Richmond Beach Meter ŅƌƚǞ 1. Values from Tables 6.4 and 6.5 ğƓķ Total Edmond Meter ğƓķ Richmond Beach Meter at WWTP Total MLT Meter 5ğǤ Edmonds Zone ƭƷƚƩƒƭ MLT Zone Sub-Basins Meter 1 Meter AMeter BMeter E Meter C Zone 1Zone 2 ağǣźƒǒƒ LS #1 Richmond Beach Zone Edmonds Meter at WWTP ķǒƩğƷźƚƓ MLT Meter at WWTP ŅƚƩ ğƌǒĻƭ ƭŷƚƩƷ Total Flow Ћ͵ CSP OMPREHENSIVE EWER LAN CHAPTER VII – MODEL CONSTRUCTION AND CAPACITY ANALYSIS 7.1MODEL SOFTWARE A hydraulic capacity analysis of the City’sexisting sewer network was undertaken with the use of XPSWMM by XPSolutions. This software was selected by the City, and have the following key features and advantages: It offers dynamic modeling capability. It uses a stable modeling platform. License upgrades are available if additional model nodes are required or if models are to be connected. XPSWMMsoftware’s is capable of reading and using GIS data files that facilitates data transfer and has shape file viewing capability. It is widely used by the modeling community in the region including the author. Licenses are owned by the author, facilitating multi-user development and review. 7.2MODEL CONSTRUCTION 7.2.1Data Sources The following information was obtained for use in constructing hydraulic models 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 were provided, as shown in Appendix _. Information on planned modifications to the existing sewer network was provided by the District. 7.2.2Model Coverage The City has 11 defined Sub-basins(Figure 5.1), 10 of which collect and convey flow into the Edmonds WWTP. Themodel only includestheCity’sphysical system attributes 7-1 CSP OMPREHENSIVE EWER LAN (pipes, manholes and lift stations)that convey flow into the EdmondsWWTP, and does not include physical system attributes conveying flow to the City of Lynnwood WWTP. Pipes, manholes and lift stations included in the model areillustrated in Figure 7._. The scope of work limited the extent of importing pipes 8-inches and larger, however with the data available in GIS, it was easier and quicker to incorporate all pipes regardless of size. This allows the model to illustrate physical attributes throughout the City’sservice area. 7.2.3Modeling of Physical System Features The systemdata obtained from the City’sGIS mapping was imported into the model. Existing City GIS informationprovided used NAD 1983datum. Manhole rim elevations were augmented using mapping software ArcGIS ArcMap by utilizing the 2-foot contour elevation attribute information provided by the City. Information was spatially joined to each manhole based upon its geographic locations via ‘closest’ definition, and software output created a table matching the closest location elevation to the manhole location. Manhole depths, if provided were measured down depth recorded in inches and converted to feet. Manhole inverts were calculated from the difference between spatially joined rim elevations, measure down depths and pipe diameters.Pipe/link information was imported from the existing City GIS. The upstream and downstream inverts were assigned via connecting manhole information, calculated orimported. Insert Figure 7-1 The base physical layout of the model was constructed by importing relevant characteristics using XPSWMMdata import function. Table 7.1 shows the data fields used to import the system characteristics into the model’s “Node”and “Link” tables. TABLE 7.1 FIELDS FOR BASIC MODEL CONSTRUCTION XP-FieldsDefinition Node Tables (representing manholes) Node.........................Manhole Name –District’s naming convention used. X-Pos.......................Geo-location in east-west orientation. Y Pos........................Geo-location in north-south orientation. Ground elevation......Rim elevation for the manhole. Invert elevation.........Elevation at the bottom of the manhole . Link Tables (representing sewer pipes) Link...........................Pipe identification –used the upstream manhole label with a “.1” 7-2 CSP OMPREHENSIVE EWER LAN suffix for the first exit pipe and “.2” or greater suffixes for additional exit pipes from the same manhole. U/S...........................Upstream manhole reference where the pipe starts. D/S...........................Downstream manhole reference where the pipe ends. Upstream Invert Invert Elevation at start of pipe. Level......................... Downstream Invert Invert Elevation at end of pipe. Level......................... Diameter...................Internal pipe diameter. Length......................Pipe length –obtained from GIS calculation. Roughness...............Pipe roughness – a Manning’s value of 0.013 was used in all cases. Nodes at the end of the sewer network were designated as outfalls, and a free discharge boundary condition was assigned. Citylift stations were modeled as “Multi-Links.” The model used the stations’ firm capacity (capacity with the largest pump out of service). Modeled pumps were assigned a constant capacity equal to the relevant nominal pump capacity. The storage volume was added at the node representing the lift station wet well and operating levels were entered into the Multi-Link dialog box.Pump station input information collected from the City and King County was entered into the model. Required lift station input data include pump operation point, wet well area geometry per vertical foot, wet well and additional storage volumeinformation. Once the initial data import of existing network information was complete, the following steps were taken to resolve data issues and improve the hydraulic performance of the models: Estimation of missing invert data. Review of as-built or design drawings. 7.3LOADING The model was loaded with peak day flow measured at each meter for the initial model calibration. Due to the location of meters throughout the system, some Sub- basin flow loading was calculated by subtraction of measured flow between two flow meters. Following Sub-basin flow calculations, the total Sub-basin flow was evenly distributed between manholes. Table7._ illustrates the point loading per Sub-basin. 7-3 CSP OMPREHENSIVE EWER LAN Table 7._ Point Loading bySub-basin Total Peak Day Flow Load/Pt Load/Pt Load Sub-basin(MGD)# of points(MGD)(cfs)(cfs) Meter 1 0.5551770.0031355930.0048507630.858585 Zone 1 1.18580.1481250.2291493751.833195 Zone 2 0.1122560.00043750.0006768130.173264 Meter A 3.72360.62050.95991355.759481 Meter B 1.3320.6651.0287552.05751 Meter C 0.64610.6460.9993620.999362 Meter E 2.44112.4413.7762273.776227 MLT Zone 2.5531360.0187720590.0290403753.949491 Edmonds Zone 3.9859660.0041256780.0063824246.165421 LS-1 Zone 2.2358210.0027217970.0042106193.456919 The intent of the loadings into the sewer system is to determine the total flow along the conveyance system and at the WWTP. Some Sub-basins do not have dedicated meters and consequently, it is necessary to subtract flows from upstream and downstream meters to arrive at flows per Sub-basin. The flow swap between the City and King Countyat the King County Lake Ballinger Pump Station (KCLBPS) is described in Section3.4.2.Generally flows from the KCLBPS enter the City’s system for 15 hours perday. However, there are times when flow to directed simultaneously to both agencies. And lastly, there are times when flow is sent exclusively to only the County’s system. To capture the most severe flow scenario, the hydraulic analysiswas configured with the assumption that all flow was being directed to and through the City’s conveyance system. The area that flows to Lynnwood WWTP (Sub-basin Lynnwood Zone) enters a large diameter interceptor that is owned and maintained by the City of Lynnwood. This interceptor is the backbone of flows entering that plant. The majority of the Edmonds flow enters this interceptor through 8-inch diameter pipes. The remaining Edmonds’ flow is collected and pumped through one of six Edmonds-owned lift stations. The hydraulic analysis of the Lynnwood Zone looks at the tributary area to each of these lift stations and applying the peak hour flow estimations to determine the suitability of the pumping capacity. 7.4MODEL CALIBRATION 7.5CAPACITY ANALYSIS AND MODEL RESULTS 7-4 Peak Hour Flow (gpm) (1) 203264212 64 67 Build Out Population Equivalent 731950231762 2225 Flow (gpm) (1) Peak Hour 195253203 62 67 2033 Population Equivalent 702912222731 2124 Lynnwood Zone Lift Station Analysis Peak Hour Flow (gpm) (1) 188244195 59 66 2019 Population Equivalent Table 7.X 675877214704 2023 5) LS #9 lifts into the gravity system that enters the Lynnwood Interceptor. Peak Hour Flow (gpm) (1) 179233187 57 56 2010 3) LS #11 pumps to LS #12 which lifts to the WWTP. 2) LS #10 pumps to LS #4 which lifts to the WWTP. Population Equivalent 1) Peak Hour flow rate from DOE Orange Book 645838204672 22 19 4) LS #15 pumps directly to the WWTP. 308 gpm @ 164 ft308 gpm @ 142 ft 332 gpm @ 38 ft114 gpm @ 49 ft 95 gpm @ 73 ft42 gpm @ 60 ft Capacity (gpm @ Current Rated TDH) (2)(3)(3)(4) (2) (5) Lift Stations LS #10 LS #11 LS #12 LS #15 LS #4 LS #9 Notes CSP OMPREHENSIVE EWER LAN CHAPTER VIII – EDMONDS WASTEWATER TREATMENT PLANT 8.1INTRODUCTION The purpose of this section is to evaluate theEdmondsWastewater Treatment Plant for its ability to meet treatment objectives over the planning period. The Edmondstreatment plantliquid stream consists ofaheadworks with three mechanical screens, threerectangular primary clarifiers,threeaeration basins, three circular secondary clarifiers, and a chlorine contact tank. The disinfected plant effluent is discharged through a single 36-inch diameter outfallinto Puget Sound. The outfall branches into two diffusers,each 160 feet longwith diffuser ports at MLLW elevation thatranges from 56 to 73 feet deep. The solids stream includes belt press dewatering and incineration of the sludge cake using a fluidized bed incinerator. A detailed description of the existing facilities is presented in Section 5.4. The original EdmondsWWTP was completedin 1957 to treat 2.0 million gallons per day (mgd). Edmonds expanded the primary plant to a design flow of 4.0 MGDin 1959, and fora third time in 1967, to a design flow of 7.6 MGD, by adding two clarifiers and effluent pumping. The third expansion also included dewatering equipment and an incinerator for solids handling. In 1991 the plant was expanded to secondary treatment with a capacity of 11.8 mgd for maximummonth loading. A conventionalsecondary treatment process was implemented consisting ofthreeaeration basins,three circularsecondaryclarifiers, and achlorine contactbasin. Additionally, new operations and solids handing buildings were constructed. The EdmondsPlant layout is shownin Figure 5.4. 8.2TREATMENT REQUIREMENTS The Edmondswastewater treatment plant operates under the terms of NPDES Permit No. WA-002405-8 last modified May 9, 2012. A copy of the permit is included in Appendix K. The treatment plant effluent requirements established by the permit are a maximum monthly concentration of 25milligrams per liter (mg/L) for carbonaceous biochemical oxygen demand (CBOD), 30mg/L for total suspended solids (TSS) and 200/ 100 mL 5 for fecal coliform bacteria density. CBODand TSS effluent limits are also held to an 5 85% minimumremoval. The facility is subject to whichever discharge limit is more stringentwhen reporting:concentration mg/L or 85% removal. Based on a maximum month design flow of 11.8million gallons per day (mgd), the average monthly mass discharge limit of 25mg/L forBODand 30 mg/L for TSS is 5 2,460and 2,952 poundsper dayrespectively. The permit also limits the chlorine residual concentration to 0.191mg/L. 8-1 CSP OMPREHENSIVE EWER LAN 8.3TREATMENT PERFORMANCE Figure 8.1 is a plot of the effluent CBODand TSS concentration over the last 10 years. 5 The Edmondsplant is consistently under the monthly average of 25 and 30 mg/L limit for CBODand TSS respectively asstipulated in the NPDES Permit. 5 Figure 8.1 Edmonds WWTP - Effluent CBOD/TSS Conc. 5 35.0 30.0 25.0 Monthely Effluent, mgd Efluent CBOD Effluent TSS Effluent CBOD Conc. 20.0 Effluent TSS Conc. 15.0 10.0 5.0 0.0 1/2002 1/2003 1/2004 1/2005 1/2006 1/2007 1/2008 1/2009 1/2010 1/2011 1/2012 The determination of the effluent mass discharge is calculated by multiplying the concentration times the daily flow: 8.34൩ This formula uses the measured effluent concentrations from limited composite samples and the continuously measured flow values. The results yield the total mass BOD and TSS being discharged from the plant. It should be noted, however, that such calculations tend to over-state the total mass. This is referred to as ‘flow biasing’. During the wet weather months when extreme flow conditions occur, the extrapolation of those flow conditions throughout the entire month tends to overestimate the total mass discharge.Figure 8.2 is the effluent mass loading. 8-2 CSP OMPREHENSIVE EWER LAN Figure 8.2 Edmonds WWTP - Effluent Mass CBOD/TSS 5 3,500 3,000 2,500 Monthly Effluent, lbs/day 2,000 Efluent CBOD Effluent TSS CBOD NPDES limit TSS NPDES Limt 1,500 85% NPDES CBOD Limit 85% NPDES TSS Limit 1,000 500 0 1/2002 1/2003 1/2004 1/2005 1/2006 1/2007 1/2008 1/2009 1/2010 1/2011 1/2012 8.4NPDES PERMITTED CAPACITY& HISTORICALLOADING The NPDES permit specifies the permitted capacity of the plant. The EdmondsWWTP maximum monthly flow of 11.8mgd is permitted to treat a . The “maximum month” criterion is the highest monthly average loading in one calendar year. Section S4.B: Plans for Maintaining Adequate Capacity, states that the City of Edmonds needs to submit a plan and schedule to Ecology to maintain capacity if the influent flow reaches 85% of the design criteria for three consecutive months. When flows reach 10.03mgd for three months in a row the Citywill be subject to this condition. There are three parshall flumes that measures flow at theEdmonds WWTP.As stated in Section 3.4.2, the loading to Edmonds has been largely influenced by the flow swapping agreement with King County through the Lake Ballinger pump station. Figure 8.3 shows a plot of the influent flow over the last 10years. As shown the flows are well below the plant design flow, or the level that would trigger a plant expansion study. 8-3 CSP OMPREHENSIVE EWER LAN Figure 8.3 Edmonds WWTP - Influent Flow 14.0 NPDES Limit 85% NPDES Limit 12.0 10.0 Average Monthly, mgd 8.0 6.0 4.0 2.0 0.0 1/2002 1/2003 1/2004 1/2005 1/2006 1/2007 1/2008 1/2009 1/2010 1/2011 1/2012 Average monthly flows through the 10year period of record show consistent seasonal patterns. Other than one large event in 2006 the influent flow has been far belowthe NPDES permit. Past flows look to be approaching the 85% limit but this figure does not reflect the new reciprocating flow agreement with King County concerning the Lake Ballinger pump station. The NPDES permitted average BODand TSSloading design criteria for the plant in 20,000 and 19,200 lbs/day respectively for maximummonth section S4.A is loads. 17,000 pounds per day16,320 pounds WhenBODloadsreach or TSSloads reach per day Edmonds will be subject to the 85% planning criteria. Figure 8.4 shows a plot of the influent mass BODand TSSover the last 10years. 8-4 CSP OMPREHENSIVE EWER LAN Figure 8.4 Edmonds WWTP - Influent Mass BOD/TSS 22,000 20,000 18,000 16,000 Monthly Influent, lbs/day 14,000 12,000 10,000 8,000 6,000 Influent BOD Influent TSS 4,000 BOD NPDES Limit TSS NPDES Limit 85% NPDES BOD Limit 85% NPDES TSS Limit 2,000 0 1/2002 1/2003 1/2004 1/2005 1/2006 1/2007 1/2008 1/2009 1/2010 1/2011 1/2012 8.5VIOLATIONS AND BYPASSES In April2009 the Edmonds plant received a warning letter from the Department of Ecology (DOE) for being out of compliance with their wastewater discharge permit. The violation was for February 2009 becausethe discharged TSS did not meet the minimum 85% removalbecauseof some temporary process problems. No further action was taken.Aside from the warning letter, Edmonds has had no violations in the last decade concerning treatmentor bypasses. 8.6FUTURECAPACITY EVALUATION A capacity analysis has been conducted as part of thiscomprehensive plan to predict what equipment or processes, if any, are likely toexceed their ability to handle plant flows and loadsduring the planning period. The capacity analysis is presented as Table 8.1. Taking into consideration the Lake Ballinger pump station flow swap, projections for future flows and loads were made based on predicted population growth for the The flow projections calculated for the Edmondsplant gave Edmondsservice area. a maximum monthly flow of 5.72mgd in the year 2019and 6.79mgd in year2033. 8-5 DOE Orange Book Design Range Design Range Metcalf and Eddy Typical Design 11,26514,34916,42510,90911,425 Year 10.96 9,436 2033 6.7930.621.822.9 Projected 11,74415,27510,625 Year 9,4907,9498,929 2019 5.728.9728.420.322.9 Permit WA-002405-8 NPDES 20,00019,200 2,4603,9362,9524,429 11.821.518.843.5 200400 Edmonds WWTP Table 8.1 2009-2011 Plant Data 12,64716,27611,321 30.3021.6022.90 9,6118,0519,615 Year 5.799.66 Current 15,30019,20030,50011,30015,90029,400 Design 11.840.021.622.9 9.1 Design Data 11,20014,10022,40011,60021,600 Year 8,300 1991 31.316.822.9 6.78.7 34 AVG month (0.191 mg/L, NPDES) Max Day (0.442 mg/L, NPDES) AVG month, 25 mg/L (NPDES)AVG month, 30 mg/L (NPDES) AVG week, 40 mg/L (NPDES)AVG week, 45 mg/L (NPDES) Design / Plant Component Monthly geometric mean Weekly geometric mean Mechanical Bar Screens Fecal Coliform Bacteria Max flow to secondary Per Capita, lbs/cap/day Population Equivalent Maximum Month Chlorine, lbs/day Annual AVG BOD Average Annual Max Month AVG Max month AVG Annual AVG TSS , lbs/day Effluent Limits , lbs/day TSS, lbs/day Annual AVGAnnual AVG Width, ft Number Peak Hour TSS, lbs/day Headworks Max Day Max dayMax day Flow, mgd 5 CBOD oror 5 BOD DOE Orange Book Design Range 2,000 to 3,000 800 to 1,200 1.5 to 2.0 25 to 4050 to 70 Design Range Metcalf and Eddy Typical Design 1,0002,500 2 11,295 Year 2,707 2033 601970 35%30%25%61%55%40% 3.01.90.70.9 6060459110 3 Projected 11,295 Year 2,518 2019 506794 37%32%26%62%58%41% 3.52.30.71.0 6060459110 3 Permit WA-002405-8 NPDES Edmonds WWTP Table 8.1 2009-2011 Plant Data 11,295 2,683 Year 513855 37%31%28%62%57%40% 3.52.10.70.9 6060459110 3 Current 11,295 Design 1,0453,541 806 36%33%26%58%54%45% 2.21.70.50.9 6060459110 3 Design Data 2 variable, 2 consant vertical, non-clog 11,295 Year 9,2602,771 1991 100593770 39%36%29%61%58%49% 0.53.02.30.61.2 6060459110 3243 Total Surface Area, square feet Design / Plant Component Primary Sedimentation Tanks Surface Load Rate, gpd/sf Maximum month flowMaximum month flow Annual Average flowAnnual Average flow Detention time, hrs Capacity, each, gpm Raw Sewage Pumps Average Depth, ft Annual AverageAnnual Average bar spacing, in BOD Removal, % Parshall Flumes Primary Clarifiers TSS Removal, % Max monthMax month Clarifiers 1&2 Peak hourPeak hour Length, ftLength, ft Throat, ft Width, ftWidth, ft Max DayMax DayMax Day Number Clarifiers 3 Drive type HP, each NumberNumber Type DOE Orange Book Design Range 6,000-10,000 1,500-4,0001,000-3,000 0.25 to 0.5 0.2 to 0.6 30 to 60 3 to 15 Design Range 3 to 52 to 4 Metcalf and Eddy Typical Design 2,018,892 348,000 Year 1,800 2033 75.320.60.240.330.4011.8 333463562 7.14.42.28.16.24.47.33.73.52.6 587446162223 3 Projected 2,018,892 348,000 Year 1,800 2019 75.320.60.200.260.3710.014.0 275367516 8.55.42.48.04.88.94.03.52.8 588856182225 3 Permit WA-002405-8 NPDES Edmonds WWTP Table 8.1 2009-2011 Plant Data 2,018,892 348,000 1,708 Year 75.320.60.420.460.6113.8 278400537 8.45.02.29.46.94.28.33.73.52.6 588752172223 3 2,018,892 Current 348,000 Design 1,800 1041 75.320.60.330.430.75 452591 5.34.12.26.34.21.98.86.83.73.52.0 585542132223 3 Design Data 2,018,892 348,000 Year 1,800 1991 75.320.60.230.300.5312.0 315413733 7.25.62.99.36.22.89.24.83.52.6 587558162230 3 Stabiilization MLSS Conc, mg/L Peak Hour, w/out bypassPeak Hour, w/out bypass Design / Plant Contact MLSS Conc, mg/L Contact Stabilization Mode Component Total Detention Time, hr Contact zone volume, galPeak hour, w/ bypassPeak hour, w/ bypass Oxygen Demand, lb/hr Stabilization time, hrs Side water depth, feet Annual AverageAnnual AverageAnnual AverageAnnual AverageContact time, minAnnual AverageAnnual Average MLSS Conc, mg/L /Q, mgd/mgd Volume total, gal Max monthMax monthMax monthMax monthMax monthMax month Aeration Basins Max DayMax DayMax DayMax DayMax DayMax Day CMAS Mode F:M RatioSRT, days Length, ft Width, ft Number R Q DOE Orange Book 60-120 Design Range > 20 1,000 to 1,600 30 to 120 min 15 to 90 min 0.50 to 1.50 400 to 700 0.8 to 1.2 Design Range Metcalf and Eddy 1.6 Typical Design 320,110 19,085 Year 1,6021,200 2033 0.5017.515.5 356574251 0.30.51.25.5 90684215 32 Projected 320,110 19,085 Year 1,4901,200 2019 0.5017.515.5 300470251 0.30.41.15.5 90815116 32 Permit WA-002405-8 NPDES Edmonds WWTP Table 8.1 2009-2011 Plant Data 320,110 19,085 1,5881,200 Year 0.5017.515.5 304506251 0.30.51.45.5 90804815 32 Horizontal, non-clog centrifugal Current 320,110 19,085 Design 2,0961,200 0.5017.51.5715.5 477618251 0.40.65.5 90513912 32 Design Data multi-stage, centrifugal 320,110 19,085 Year 3,3002,1001,6401,200 1991 0.5017.515.5 250351456251 0.30.41.25.5 2590695315 4432 Peak to secondary (w/out bypass) Peak To secondary (w/ bypass) Surface loading rate, gpd/sq ft/d Design / Plant Component Total surface area, sq ft Chlorine Contact Chamber Maximum month flowMaximum month flowNumber of Chlorinators Solids loading, lb/hr/sf Side water Depth, ft Annual average flowAnnual average flow Dentention Time, min Secondary Clarificaters Side water depth, ft Total weir length, ft Maximum month /Q, mgd/mgd Capacity, each,gpm Annual Average Total volume, gal Number of Tanks Capacity, each, Diameter, ft HP, each, cfm Peak hourPeak hour Number Length, ft RAS Pumps Width, ft HP, each NumberNumber Blowers R TypeType Q DOE Orange Book Design Range Design Range Metcalf and Eddy 0.5 to 1.5% Typical 63,647 Design 2-6% 16,24329,000 Year 2,0002,0005,7156,3286,6319,915 2033 380 1.51.40.8 281 Projected 29,000 Year 2,0002,0004,9326,1355,4137,780 2019 380 1.71.40.8 281 Permit WA-002405-8 NPDES Edmonds WWTP Table 8.1 2009-2011 Plant Data 29,000 2,0002,0004,6275,7335,4848,476 Year 3.44%0.65% 380 1.81.5 281 Current 29,000 Design 2,0002,000 380 1.20.90.8 281 Design Data Air operated, diaphram (2) VFD, (3) constant Vertical, mixed flow 29,000 Year 2,0002,0007,000 1991 380100150 28561 Primary Sludge and Scum Pumps *including portion of outfall Design / Plant Primary Sludge Storage Tanks Secondary Sludge Production Component Average Daily Demand, lbs Cylinder Storage Number Primary Sludge Production Number of Chlorinators Chlorination Equipment Detention Time, days Maximum month Capacity, each,gpm Mixer type and HP Annual Average Cylinder Size, lbs Capacity, lb/day Sludge avg TS, %Sludge avg TS, % Annual AverageAnnual Average Effluent Pumps Capacity, gpm Volume, gal Max monthMax month Max day Drive type HP, each NumberNumberNumber TypeType DOE Orange Book Design Range Design Range Metcalf and Eddy Typical Design 102,000 Year 2033 23.7 197200215509 0.90.66.6 1217 12 Projected 102,000 Year 2019 23.7 162161173509 1.00.76.6 1217 12 Permit WA-002405-8 NPDES Edmonds WWTP Table 8.1 2009-2011 Plant Data 102,000 Year 23.7 162172 1.00.7 1217 1 Current 102,000 Design 23.7 108116130509 1.71.00.66.6 1217 12 Design Data Air operated diaphram Progeressive CavityProgeressive Cavity Constant 102,000 Year 1991 150150150 VFD 7.56.6 50 255122 Loading, gpm, one BP for hours operated Primary Sludge Transfer Pumps Design / Plant Component WAS and Secondary Pumps Loading, lb dry solids/hr Detention Time, days Hours operated/Day WAS Transfer Pumps Maximum month Capacity, each, gpm Capacity, each,gpmCapacity, each,gpm Mixer type and HP Annual AverageAnnual AverageAnnual Average WAS Storage Tank Belt Filter Press Max monthMax month Capacity, gpm Volume, gal Max DayMax Day Max day Drive typeDrive type Width, ft HP, eachHP, each NumberNumberNumberNumberNumber TypeTypeType DOE Orange Book Design Range Design Range Metcalf and Eddy Typical Design Year 1,029 2033 23.7 955 9.72.13.24.0 101217 1 Projected Year 2019 23.7 862819 9.72.13.24.0 101217 1 Permit WA-002405-8 NPDES Edmonds WWTP Table 8.1 2009-2011 Plant Data Year 23.7 843836 1217 Current Design 23.7 9.72.13.24.0 101217 1 Design Data vacuum filter Fluidized bed gravity Year 1991 942200 9.7 10 1181 Loading, lb dry solids/hrs operated Design / Plant Component Hours Operated Daily Ash Production, cy/d Annual AverageAnnual AverageAnnual Average Capacity, mmbtu Capacity, lb/hrCapacity, lb/hr Ash Dewatering Max monthMax monthMax month Ash Thickening Diameter, ftDiameter, ft Max DayMax Day Incinerator NumberNumberNumber TypeTypeType CSP OMPREHENSIVE EWER LAN These projected flows are far less than the overall rated capacityof 11.8 mgdfor the plantand do not exceed the 85% criteria (10.03 mgd) within the planning period.The projected maximum month BOD loadings for the plant are11,744pounds per day in 2019 and 14,349pounds per day in year 2033. The BOD loadingin 2033is farless than the85% design criteria let alone theNPDES permittedlimit of 20,000lbs/day. The projected TSS lbs/day maximum monthloading for the Edmondsplant is 8,949and 10,909lbs/day, in years 2019and 2033, respectively. The projected TSS load in year 2033is less than halfofthe NPDES permitted limitof 19,200 lbs/day. In addition to the overall plant capacity analysis, the capacity of the plant’s individual unit processes were evaluated against typicaldesign 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 8.1. The capacity for the mechanical equipmentusedwas based on themanufacturer’s ratingand the plant None of the unit processes areprojected to be significantly design data. overloaded during the planning period. The only unit process that is not meeting typical design criteria is the chlorine contact chamber detention time. The facility, already aware of this,maintains elevated disinfection levels as explained in the Section 5.4.2.Furthermore, the current operation feeds sodium hypochlorite at the secondary clarifier weir overflow which increases the contact time. 8.7FUTURE REGULATORY ISSUES FOR WWTP The existing liquid stream processing at the Edmonds facility regularly produces compliant effluent and the capacity of the plant can easily handle the projected flows and loads. However, there are three potential regulatory issues thatcould impact the plant requirements in the future. Thepotential regulatory issuesare: Sewage Sludge Incineration (SSI) Air Emissions Secondary Treatment Bypass Total Nitrogen Discharge Limits 8.7.1Sewage Sludge Incineration(SSI) -Air Emissions The most pressing issueis the requirementof new sewage sludge incinerator (SSI) air quality standards. On February 21, 2011, the EPA published their newest final SSI 8-13 CSP OMPREHENSIVE EWER LAN emission regulations in the Federal Register Title 40 Part 60, under the provisions of the Clean Air Act (CAA), Section 129 “Solid Waste Incineration Units”.These new standards supplement the older Clean Water Act (CWA 40 CFR, Part 503)regulations. The new regulations were declared to be effective on May 20, 2011. The regulations dictate different emission limits for new (or substantially modified) incinerators and for existing sewage sludge incinerators; as well as different limits for multiple hearth incinerators and fluidized bed incinerators. Existing SSI units will have 5 years to comply from the effective date of the regulations, or until May 19, 2016. The new CAA regulations will require a Title V air permit. Previous regulations for sewage sludge incinerators (SSI) were based on emission limits established in Title 40 Part 503 of the Clean Water Act (CWA). The previous air quality emission limits were as follows, and the City has been in compliance with these limits: 3 Particulate matter emission limit of 0.18 g/m(0.08 grams/cu ft) dry gas at standard temperature and pressure corrected to 12% carbon dioxide. Beryllium emission of 10 g per 24-hour period. Mercury emission limit of 3,200 g per 24-hour period. Lead, arsenic, cadmium, chromium, and nickel feed cake limits based on ambient air quality and health risk specific concentrations. Total Hydrocarbons monthly average concentration of 100 ppm by volume, corrected to 0% moisture and 7% oxygen. Carbon monoxide monthly average concentration of 100 ppm by volume, corrected to 0% moisture and 7% oxygen. The new emission limits that apply to the Edmonds Wastewater Treatment Plant are given in Table 8.2below. The existing SSI regulation is for incinerators that were in operation before the new regulations. New SSI’s built, or substantially modified, will be held to more stringent emission limits. Substantial modification includes any revisions to the feed system, reactor, ash system and energy recovery systems; but not the emission control equipment or routine maintenance. In addition to new emission limits, the new regulations will require that compliance tests be conducted annually. The “2007” columnin Table 8.2summarizes data received from the plant for their source emissions evaluation by Am Test-Air Quality, LLC, which was conducted in late May of 2007 and finalized into a report in July 31, 2007. The 2007 evaluation was based on the old regulations, so there are severalpollutants (hydrogen chloride, dioxins and furans) that are currently regulated that were not sampled or tested. 8-14 CSP OMPREHENSIVE EWER LAN Table 8.2 EPA Emission Limits for Fluidized Bed Incinerators PollutantUnitsExisting SSINew SSI2007 Cdmg/dscm @ 7% O0.00160.00110.00031 2 COppmvd @ 7% O64271.6 2 HClppmvd @ 7% O0.510.24- 2 0.053 Hgmg/dscm @ 7% O0.0370.0010 2 NOppmvd @ 7% O1503024 X2 0.180 Pbmg/dscm @ 7% O0.00740.00062 2 PCDD/PCDF, TEQng/dscm @ 7% O0.100.0044- 2 PCDD/PCDF, TMBng/dscm @ 7% O1.20.013- 2 34.8 PMmg/dscm @ 7% O189.6 2 SOppmvd @ 7% O155.310.5 22 Where: Cd-Cadmium CO-Carbon Monoxide HCl-Hydrogen Chloride Hg-Mercury NO-Nitrogen Oxides X Pb-Lead PCDD/PCDF-Polychlorinated Dibenzo-P-Dioxins and Polychlorinated Dibenzofurans PM-Particulate Matter SO-Sulfur Dioxide 2 TEQ-Toxic Equivalency TMB-Total Mass Balance Stack gas emission records are limited.Assuming that this one test is representative of Edmond’s sludge, improvements to the existing emission control equipment will be required. However, it should be noted that sludge quality can vary significantly between samples and one sample is notnecessarily representative. A significant sampling and testing program is recommended before any modifications are made to the emissions control system. The 2007 report conducted three runs for each of the testsandthe sludge was further analyzed during each run. In Table 8.2, the 2007 columnhas threepollutants that exceed the newregulations for existing SSI’s; mercury, lead, and particulate matter. Particulate matter and most metals (except mercury) are removed as solids by the plant’s existing Venturi scrubber. Because of its extremely high vapor pressure, mercury is 100% vaporized during the incineration process. so it is not removed by the existing wet scrubber. If mercury cannot be removed by source controls, a new packed-bed carbon scrubber will be required. particulate matter The concentration is above the new regulated threshold. The EnviroCare InternationalVenturiPak™ scrubber system at Edmondshas been widely tested at other locations and generally complies with the new particulate matter regulations for existing incinerators.The VenturiPak™, if operated optimally, is typically in compliance with the new regulations for existing SSI for Cd, HCl, Pb, PM, and SO 2. 8-15 CSP OMPREHENSIVE EWER LAN The 2007 concentrations are likely the results of the scrubber system not operating optimally. An evaluation of the system was conducted in 2012 which resulted in a new venturithroat and additional sprays were added. A compliance test was conducted in 2013 and all new standards were met. If further optimization of the existing scrubber is neededto meet thenew regulations, then additional treatment to remove small (sub-micron) particulates will be required. EnviroCare makes a wet electrostatic precipitator (Star™ ESP) that can be retro-fit with the existing scrubber. The estimated cost of the retro-fit would be about $0.8million.A pilot test of this equipment is scheduled in 2013. Lead emissions appear to be very high but this is misleading. The first two emission test runs were in compliance but the third test run was 400 times the concentration of the first two. Considering that the lead concentration in the bio-solids varied by only 9% (at one standard deviation) suggests that the concentration found in the third emissions run was invalid. The skewed emissions test run was perhaps a recording, operations, or lab error but it is not likely representative of typical emission levels. A new stack test would confirm this. Mercury emissions are not reduced by the existing scrubber systemand other actions will likely be necessary for lowering this emissionsconcentration. Edmonds has two choicesto control mercury emissions: Require amalgam separatorsat dental offices Implement mercury emission removal equipment Amalgams are the mercury fillings used in dentistry. Requiring dentists in the service areato use amalgam separators would decrease the amount of mercury in the waste stream. Amalgam separators would be preferred for Edmonds because of the costs of mercury removal treatment processes. The City has already begun a campaign to reduce these discharges, but results are not yet known. Mercury emission removal equipment, such as that provided by Kombisorbon® would remove 99% of mercury, dioxins, furans and more. The system works by directing the flume gas through a sulfur impregnated activated carbon filter. The adsorbent (activated carbon) can be divided into several layers and removes mercury in all forms through adsorption and chemical reactions. The removal system includes a dust protection layer to extend the life of the activated carbon. The service life of the dust protection and adsorbent layers is estimated to be 3 to 4 years. A budgetary proposal has been received for the Edmonds facility and the system would cost about $1.4 million. Dust protection and adsorbent material replacement cost isroughly $30,000. Before any actions are further considered Edmonds needsto performat least one more stack test.The incinerated solids may have changed dramatically due to plant influent changes. The estimated cost to conductthese annual tests is about $25,000. 8-16 CSP OMPREHENSIVE EWER LAN 8.7.2Secondary Bypass The Edmonds treatment plant has the ability to route peak flows around the secondary treatment units (aeration basins and secondary clarifiers). The plant has never used this bypass, and the flow projections shown in Table 8.1 predictthat the future peak day flow will not exceed the plant peak day design capacity of 21.5 mgd. Therefore the current permit does not allow for bypassing and blending of secondary effluent. However, for long-range planning purposes this may be necessaryin the future. The practice of bypassing peak wet weather flows around secondary treatment processes, and blending the bypass with secondary effluent, has been commonly used in the past throughout the US. In recent years this practice has become more controversial, and the EPA was asked to formalize a bypass regulation that specifically authorizes these bypasses. In December, 2005 the EPA published the provisions that allow for bypasses in the Federal Register at40 CFR 122.41(m). The key provisions include: Discharges must meet secondary effluent limitations, including the 85% removal requirement, or any other more stringent requirements that are necessary to meet water quality standards All flows diverted from secondary treatment units must receive a minimum of primary treatment and any supplemental treatment or technology shown to be feasible. The policy does not authorize diversions around any other treatment units, including primary treatment units The availability of feasible alternatives will be determined on a plant-by-plant basis, and the authority to bypass the secondary process will be incorporated into the plant’s NPDES permit. The permittee is responsible for submitting a comprehensive analysis of the feasibility of eliminating the secondary bypass If the DOE determines that there is no feasible alternative to secondary bypass flow diversion, then they may approve secondary flow diversion 8.7.3Total Nitrogen Discharge Limits Nitrogen is a nutrient which is believed to be one of the main causes of oxygen depletion in South Puget Sound (south of Tacoma Narrows). As a result, the Department of Ecology is conducting a TMDL Study of all of the sources of nitrogen entering Puget Sound (including the effects from discharges north of the Narrows). Ecology is adding nitrogen monitoring requirements to all permits for plants discharging to Puget Sound, in order to gather data for the study. 8-17 CSP OMPREHENSIVE EWER LAN Although not imminent, for long-range planning purposes, consideration should be given as to how Edmondsplants would meet a future total nitrogen limit. Total nitrogen(TN)removal is normally accomplished by biological nitrification and de- nitrification, just as carbonaceous BOD removal is currently accomplishedin the aeration basins. However, the slower growing nitrifying micro-organisms require about three times the minimum detention time that is recommended for carbonaceous BOD removal. In addition anoxic (without dissolved oxygen) basins areneeded to provide biological de-nitrification. De-nitrification is the conversion of nitrates to nitrogen gas through bacteria stripping the nitrates of their oxygen; the nitrogen gas then releases to the atmosphere. The total additional tankage required would be about 6 million gallons. The only space available for new aeration and anoxic basins would be to expand the plantto the nd parking lot across 2Avenue S. eastof the facility; which is the facilities property.This site is not large enough toaccommodate conventional activated sludge tanks Edmonds other option would be converting the plant’s activated sludge process to a membrane bioreactor (MBR) system.This choice is the most logical for plants with space restraints. Whereas conventional activated sludge plants operate at a mixed liquor suspended solids (MLSS) concentration of 2,000 to 4,000 mg/L, MBRs operate at a concentration of 8,000 to 12,000 mg/L.This higher concentration reduces the required aeration basin size proportionately, so the required basins would be reduced to about 2.0 million gallons, or about the volume of the existing aeration basins. In addition, with the MBR process the liquid and solids are separated by a membrane, not by gravity settling, so the need for secondary clarifiers is eliminated.This, in turn, would allow space for the required membrane basins and membrane support building. AdditionallytheMBR plant would have to improve the headworks screening for the MBR system.Screening requirement is3 mm (1/8”) sized openings, current bar screens have 6 mm (1/4”) openings. 8.8 PLANT IMPROVEMENTS AND ADDITIONAL NEEDS 8.8.1Improvements since 2006 Comprehensive Plan Since the 2006 Comprehensive Plan, the City has completed or is in the process of completing the following improvements at the WWTP. 1.2007-Electrical Improvement Project. #C-251 i.Replace the three main switch gear breakers with draw-out style breakers to allow us to service the breakers without a total plant power outage. ii.Add a 600 amp breaker to the “B” side distribution panel for a feeder to the 100 building. 8-18 CSP OMPREHENSIVE EWER LAN 2.2007-MCC Feeder Installation. #M-009 i.Added a new MCC to the 100 building for the new screenings equipment and to move some of the load from the existing MCC due to under size cables between the existing MCC breaker and the MCC bus bars. 3.2007-Screenings System Improvement. #C-161 i.Replaced the influent bar screens with Headworks bar screens (3). ii.Replaced the screenings pump with two Wemco pumps. iii.Modified the screenings hopper feed water to use raw sewage from the influent pumps iv.Added flow meters on the hopper make up water and the screenings transfer flow. v.Added a JWC Macho Monster grinder between the screenings conveyer and the screenings hopper. vi.Replaced the old screenings de-watering unit with a Headworks washer compactor. 4.2009-Odor Control Improvement Project. #C-311 i.Install duct work, a VFD controlled fan, and carbon scrubber on the three Aeration Basins. ii.Install duct work, a two speed fan and a carbon scrubber on the secondary clarifier #2. iii.Enclose secondary clarifier #2 iv.Remove the ventilation louvers and the window between the incinerator room and the belt press room. v.Install two fans and duct work to bring outside air into the belt press room. vi.Install afan and duct work to allow us to route the foul air from the Waste Activated Sludge (WAS) storage tank to the incinerator while the incinerator is running. Or route it to the chemical scrubber when the incinerator is down vii.Added duct work to route the air from the Raw Sludge storage tank through fan #FIC-654. 5.2009-Secondary Clarifier #2 Refurbishment. #C-316 i.Strip and repaint all the steel in secondary clarifier #2. 6.2009-Clay Feeder Project. #C-317 i.Install a platform over the Sludge Hopper in the incinerator room. ii.Install a kaolin clay feeder on the platform that will feed Kaolin clay into the sludge hopper. iii.Install a control panel for the feeder with a VFD and timers for the vibrator. 8-19 CSP OMPREHENSIVE EWER LAN iv.This system allows us to control the undesirable effects of high sodium content in the sludge. When we feed clay we can control the melting point of the ash. 7.2009-Aration Basin Control Up-grade. #M-050 i.Install new Dissolved Oxygen probes on all three Basins. ii.Install new Total Suspended Solids probes on all three basins. iii.Installthree instrument transmitters and three radio transmitters on the basins. iv.Install a radio receiver in the CP-301 and hook it into the Programmable Logic Controller (PLC). v.Program the PLC to trend the TSS of the basins. 8.2010-Energy Efficiency Up-grade. #C-322 i.Replace the course air diffuser in the WAS storage tank with Sanitair membrane style fine bubble diffusers. ii.Replace the centrifugal aeration blower 304 with a high efficiency turbo style blower. 9.2010-300 PLC Upgrade. #C-328 i.Replace the old Input/Output (I/O) PLC cards with new model cards. 10.2010-Sludge Pump Replacement. #M-054 i.Replace air operated RAW Sludge Transfer pump #RST-608 with an electric driven duel diaphragm Penn Valley pump. This will save electricity usage by reducing the demand on the air compressors. 11.2011-Lighting Up-grade. C-366 i.Replace all the florescent lighting and some outside lighting with high efficiency lighting. ii.Install motion sensors in various locations around the plant. 12.2011-Outfall Diffuser Project. #C-367 i.Have the diffuserorifice plates removed to allow less head lose through the diffusers ii.Perform a new mixing zone analysis. 13.2012-A Basin Up-grade. #C-365 i.Remove all the diffusers and piping grids in Aeration Basin #1. ii.Install two baffle walls to convert the complete mix basin to a plug flow basin. iii.Install Sanitair’s new panel style diffusers. iv.Replace the existing single air control valve to the basin with two control valves, one on each grid section. 14.2012-VFD Replacement. C-384 8-20 CSP OMPREHENSIVE EWER LAN i.Replace three, obsolete Variable Frequency Drives (VFD) with new VFDs. ii.Install two new VFDs on pumps DSP-615 and BDW-401. 15.2012-Switch Gear Access Platform. i.Install a platform over secondary clarifier #1 behind the plants main electrical switch gear to allow personnel access to the rear panels of the switch gear. 16.2012-Fiber Optic Network. C-387 i.Replace the existing plant PLC and SCADA network cables with Fiber Optic cable. 17.2012-Non-Potable Water Pump Up-grade. C-322 i.Replace one 50 HP non-potable water pump with a 30 HP pump and a VFD. ii.Install a booster pump, in the belt press room, for the high pressure applications, 18.2012-Hypochlorite Pump Relocation. C-386 i.Relocate the sodium hypochlorite pumps from the hypo room to the caustic storage area down stairs. ii.Install an uninterruptible power supply to the power circuit for the disinfection pumps iii.Add a fourth pump for disinfection. 19.2012-Roof Replacement. C-383 i.Replace aging roofs on buildings 100, 300, and 600. 20.2012-Underground Storage Tank (UST) Monitoring Up-grade. i.Up-grade the level indicator on theUST to have the ability to perform statistical inventory control. This will bring us into compliance with the Department of Ecology. ii.Up-grade the leak monitoring system to a more reliable model. 8.8.2Additional WWTP Improvements Current or future modifications at the WWTP, due to obsolescence,operator preferences, or energy upgradesinclude the following (refer to Table 9.5): WWTP-1 Variable Frequency Drive Upgrade. Replaces three old drives and installs two new drives WWTP-2 Upgrade Flow TelemetryEquipment to improve data retrieval accuracy. 8-21 CSP OMPREHENSIVE EWER LAN WWTP-3 Switchgear Upgrade. The existing automatic transfer switch is corroded and failing. This improvement will insure reliable emergency power. WWTP-4 Incinerator Testing and Compliance. Install new air emissions and monitoring equipment on the existing incinerator, modify pre-heat burner fuel source from diesel to natural gas and install a secondary heat exchanger to preheat air for plume suppression. WWTP-5 Secondary Clarifier Steel Coating. WWTP-6 Recoat Primary Clarifier #1 Steel Equipment and Concrete Repair. WWTP-7 Install Weir Washers on Secondary Clarifiers #1 and #3. WWTP-8 Chlorine Contact Chamber Inspection and Coating. WWTP-9 Repair Floor in Clarifier 403. WWTP-10Joint/Concrete Repair. WWTP-11Control System Upgrades, Phase 1. This work would begin in Building 600. WWTP-12Energy Project. Replace the water feature pump and install a VFD. Install thermostat and controls on Shop heater.Evaluate replacement of Sludge Pump. WWTP-13In Plant Hatches. Evaluate the risks and determine the best course of action for each hatch. WWTP-14Facility Improvements. This would include upgrades and expansion of the facilities, including the Men’s Locker room. WWTP-15Polymer Make up Equipment. Equipment has past its useful life. WWTP-16Control System Upgrades, Phase 2. This work would begin in Building 600. WWTP-17Unanticipated Plant and Operational Improvements and Repairs. WWTP-18Convert 200 HP Blower to Turbo Blower. Energy saving measure. WWTP-19Upgrade the Control Valve Actuators on the Effluent Pumps. WWTP-20Upgrade Heat Pumps in Building 700. Energy saving measure. 8-22 CSP OMPREHENSIVE EWER LAN WWTP-21Screenings Improvements. Evaluate options for better handling of screening materials. WWTP-22Belt Filter Press Energy Project. Evaluate the best solids handling options to maximize solids capture and cake. WWTP-23Diesel Day Tank. Obsolete day tank. WWTP-24Automatic Flow Shearing Process. Energy Saving measure. WWTP-25Chemical Use Area. Improve access to eyewash and maneuverability. WWTP-26Electronic O&M Documentation. This will allow linking assets, documents and SOPs to better manage the system. WWTP-27ConvertAeration Basin #2 to Plug Flow 8-23 CSP OMPREHENSIVE EWER LAN CHAPTER IX – COMPREHENESIVE PLAN AND CAPITAL IMPROVEMENTS 9.1CAPITAL IMPROVEMENT PROJECTSRANKING Threemajor components make up the Capital Improvements Program (CIP), 1)those reoccurring maintenance issues, 2) that infrastructurethat has known deficiencies or integrity issues and 3) that infrastructure that needsto be upsized resulting from population growth and the associated increase in flowvalues. Together these three components comprise the CIP.The City has an extensive and detailed categorization of the entire system. Each fault/problem was assigned a point valuewhich reflects the City staff’s assessment and judgment. The City has threemain categories of deficiencies: a)the Red Area, which are chronic O&M issues that require the frequent and repeated attention of the City O&M Staff.The Cityhas identified line segments that require regular flushing. This flushing schedule prioritizes the severity of the condition by the frequency of flushing. The location of these segments is presented in Appendix F.1 and also included in the I&I Study.Reportedly some problem segments have been removed from the trouble list due to actions implemented by the maintenance staff.The sourceof many of these problems stem from either low flowor grease accumulations. In the latter case, most of the property owners have been notified of pre-treatment requirements and the City’s Fats, Oils and Greasepolicy. b) the Granite system.Areas of know deficiencies have been identified through the City’s Granite Software. This is a very comprehensive listing of known problems. These problems are categorized using approximately 28 descriptors.These descriptors have been aggregated into issues that are O&M in nature and which generally are individually minor, but collectively may warrant a CIP. The second Granite category are those CIP that could be rectified using trenchless technologies and the last category are those issues that likelywould require major construction including digging up and replacement of the line segment. c) Capacity Issues.With forecasted population and development, the anticipated future flows were applied to the existing piping infrastructure to determine which pipes are currently or, in the future, will be over capacity and surcharging the system. A comprehensive listing of the Capital Improvement Projects considered all three of these factors. Isolated reports of minor faults or problems generally do not warrant a CIP. However, when several reoccurring maintenance issues are found in a single pipe reach, that segment might become a candidate for replacement or repair. Consequently, all faults/problems have been listed by pipe reach to aggregate the 9-1 CSP OMPREHENSIVE EWER LAN problem areas. The detailed presentation of the individual problems is listed in Appendix F (Tables F.1 – Red Areas; Table F.2 – Granite O&M segments; Table F.3 – Granite Known Deficiencies-Trenchless; Table F.4 – Granite Known Deficiencies-Dig up and Replace). The assignment of points is summarized in Table 9.1 TABLE 9.1 Point Assignment for Capital Improvement Projects Granite -Dig Granite -Granite - CategoryRed Areasup and Capacity O&MTrenchless Replace Grease5 Dirt, Grease, Grit5 Girt5 Black Water5 None0 Grit, Black Water5 Grit (a lot)6 N/A0 Clean Flume1 Brush Sensor1 Depressions in Pipe4 Problem Laterals -Abandoned6 Debris and Deposits0 Grease -Medium0 Problem Laterals -Connections5 MediumRoot Problems2 Light Root Problems1 Roots1 Joint Gasket Exposed -Severe2 Problem Joint -Offset Medium2 JointSeparation -Medium2 Joint Separation -Small1 Joint Separation1 Crack5 Heavy Root Problem3 Hole in Pipe -Medium9 Hole in Pipe -Small8 Hole in Pipe8 Joint Separated -Large3 Infiltration in Joint5 Deformed7 Broken4 Broken Hole4 Pipe Repair10 Hole in Pipe -Large10 Joint Offset -Large3 Capacity10 9-2 CSP OMPREHENSIVE EWER LAN These point assignments were made to each fault/problem and then summed by pipe segment. Ranking of the most severe segments were done both including and excluding the ‘Granite-O&M’ problems. Both rankings are listed in Appendix F(Table F.6 – All categories and Table F.7 – without Granite O&M).The pipe segment ranking presented in Table9.2 represents the ranking without the ‘Granite-O&M’ components.It was felt that this ranking best reflects the problems that can be resolved by a CIP project. The exclusion of the ‘Granite-O&M’ problems were viewed to bereoccurring maintenance issues such as flushing and root cuttingand were viewed as maintenance issues that are not easily solved with a CIP.Those areas will require continued vigilance and follow up to intercept fats, oils and grease before they enter the City’s system. Those problems noted to have ‘low flow’ are typically associated with new developments that have not completely built out. With time, these problems may resolve themselves without a CIP. In addition, there were otherGranite descriptors that were entries which were unassociated with any deficiency. These codings included camera out of water, cleanout, continue against flow, continue with flow, continue TV after jetting, end of pipe, end of push camera, end of run, infiltration, inside drop, lateral, outside drop, pipe continue, pipe diameter change, pipe direction change, pipe type, start against flow, start with flow, status, stop, and TV from other end. 9.2CAPACITY LIMITATIONSIN EXISTING LINES Based on the future estimated population growth presented in Chapter 6 and the flow projections and modeling results found in Chapter 7, certain deficiencies were anticipated in the collection and conveyance system. The population projections and corresponding flow projections were based on four time periods: 2013(current), 2019, 2033 and build out.The CIP is presented in three time periods: 2013 to 2019, 2019 to 2033and lastly2033 to build out.The identification of the capacity issues for each of these three periods is presented in Table F.5 (Appendix F). The line capacity issues together with the other known and scheduled projects and are presented in an expanded CIP for the next six year period in Table 9.3. The more distant CIPs, such as thoseshown for 2019 to 2033and 2033 to build out, are based on extended population and flow forecasts and will tend to be less precise. None-the-less, they are presented for informational purposes and as an indicator of future potential capacity issueswhileproviding the level of service presented in Chapter 4. 9-3 Granite O&M0300030176 026002612015802334051401910015001530014001415012001214001001016010001016 0054554020020650206080195555441100000000000000 CapacityTOTAL 1010002000100100010010001001000100100100010001001000100100010010 0380038002802802500250250025020002002000200020020051401908100180180018017001703140170106016015001501500150140014014001403100130130013012001209301201100115500100010010001001001000100100010001001001000 1000100100100010001001001000100100010010001000100100100010 Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area CIP No. CommentsTable F.3F.3F.3F.3F.3F.3F.3 F.3F.3 Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M Multiple locations and/or problems12-185D-12-130 of Run Distance (ft) 12-105M-12-105K112-181-12-182012-42-12-43012-57-12-58012-71-12-73012-73-12-75013-65A-12-7014-73-14-72016-128-16-1290 Multiple locations and/or problems12-143-12-142Multiple locations and/or problems12-109-12-110Multiple locations and/or problems12N-79-13-65BMultiple locations and/or problems12-126-12-125Multiple locations and/or problems12-134-12-132Multiple locations and/or problems12-132-12-131Multiple locations and/or problems12-248-12-247Multiple locations and/or problems12-133-12-134Multiple locations and/or problems12-106-12-107Multiple locations and/or problems12-107-12-108Multiple locations and/or problems12-128-12-127 Multiple locations and/or problems12-84A-12-83Multiple locations and/or problems9-363A-9-363Multiple locations and/or problems2-113A-2-113 Multiple locations and/or problems12-101-12-95 Multiple locations and/or problems13-22-13-22A Multiple locations and/or problems13-53-9-212Multiple locations and/or problems8-332-8-331Multiple locations and/or problems9-224-9-202Multiple locations and/or problems12-49-12-50Multiple locations and/or problems8-107-8-106Multiple locations and/or problems8-285-8-284Multiple locations and/or problems9-299-9-298Multiple locations and/or problems8-136-8-137Multiple locations and/or problems14-66-14-65Multiple locations and/or problems8-135-8-316Multiple locations and/or problems8-114-8-113Multiple locations and/or problems8-240-8-239Multiple locations and/or problems14-65-14-64Multiple locations and/or problems12-93-12-90 Multiple locations and/or problems3-12F-3-12E Multiple locations and/or problems8-68B-8-68Multiple locations and/or problems1-36A-1-36 Multiple locations and/or problems12-75-8-14 Multiple locations and/or problems14-3-14-3A Multiple locations and/or problems8-75-8-57Multiple locations and/or problems8-58-8-57Multiple locations and/or problems11-8-11-7Multiple locations and/or problems8-50-8-52Multiple locations and/or problems1-55-1-52Multiple locations and/or problems7-79-7-80Multiple locations and/or problems8-59-8-58Multiple locations and/or problems7-50-7-52Multiple locations and/or problems8-97-8-98 LocationReasonManhole # Multiple locations and/or problems7-9-7-10 Table 9.2 Hole in Pipe - Large Pipe RepairPipe RepairPipe RepairPipe RepairPipe RepairPipe RepairPipe RepairPipe Repair Edmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTP Metro Problem Category PIPE REPAIRPIPE REPAIRPIPE REPAIRPIPE REPAIRPIPE REPAIRPIPE REPAIRPIPE REPAIRPIPE REPAIR BREACH Granite O&M 133115 000000000000005550000065520000000008210000Multiple locations and/or problems8-2D-8-2B 060060 600060600060600060600060600060600060600060600060500050 CapacityTOTAL 001001000100100010010001001001000100100010010001001000100100010010001000100100100010 00100100010010 09009054090540909009090090900909009090090540908008080080800808008080080800805308080080800808008080080800808008034070070703306006060600600606060060060603306 Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area CIP No. CommentsTable F.3F.3F.3F.3F.3F.2F.2F.2F.2F.2F.2F.2F.2F.2F.2F.2F.3 F.3F.3 F.1F.1F.1F.1F.1F.1F.1F.1F.1 ConcConcConcConcConcConcConcConcConc Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M 10-3-10-40MEDIUM1-16-1-200MEDIUM8-245A-8-2450MEDIUM9-301-9-3000MEDIUM 12-200-12-1120SMALL2-89-2-880SMALL4-186-4-1850SMALL5-269-5-2670SMALL8-202-8-2010SMALL9-80A-9-800SMALLINLET-7-610SMALL of Run Distance 8-30-8-312758-31-8-323368-328-8-22658-4-8-33358-5-8-4260 (ft)8-2A-8-22059-139-9-13715510-23-10-25283 8-32A-8-32B55 16-27-16-3101-79-1-7882-64B-2-6803-65-3-66A07-39B-7-39C08-32201-11-1-150 16-133-16-1340 Multiple locations and/or problems12-105N-12-105M Multiple locations and/or problems13-113-13-112 Multiple locations and/or problems8-303B-8-303D Multiple locations and/or problems8-243-8-242Multiple locations and/or problems8-280-8-281Multiple locations and/or problems8-287-8-286Multiple locations and/or problems14-29-14-28Multiple locations and/or problems9-225-9-224Multiple locations and/or problems5-122-5-121Multiple locations and/or problems8-85K-8-85FMultiple locations and/or problems8-175-8-174 Multiple locations and/or problems3-66E-3-66D Multiple locations and/or problems8-59A-8-59Multiple locations and/or problems4-52A-4-53 Multiple locations and/or problems12-51-8-11 Multiple locations and/or problems7-35-7-33BMultiple locations and/or problems8-68-8-68A Multiple locations and/or problems7-76-7-75Multiple locations and/or problems7-77-7-76Multiple locations and/or problems8-98-8-99Multiple locations and/or problems2-29-2-28Multiple locations and/or problems8-71-8-72Multiple locations and/or problems9-59-9-60Multiple locations and/or problems11-6-11-5Multiple locations and/or problems10-6-10-5Multiple locations and/or problems8-78-8-77 LocationReasonManhole # Table 9.2 Grit (a lot)Grit (a lot)Grit (a lot)Grit (a lot)Grit (a lot)Grit (a lot)Grit (a lot)Grit (a lot) Hole in Pipe - MediumHole in Pipe - MediumHole in Pipe - MediumHole in Pipe - Medium Grease Hole in Pipe - SmallHole in Pipe - SmallHole in Pipe - SmallHole in Pipe - SmallHole in Pipe - SmallHole in Pipe - SmallHole in Pipe - Small Hole in Pipe - Large Pipe RepairPipe RepairPipe RepairPipe RepairPipe RepairPipe Repair Deformed 10th Ave South at Walnut St 8620 Maplewood Lane Alder St at Yost Park 10th at Alder Street 1048 Walnut Street Lynnwood WWTP Edmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTP 935 Walnut Street 7122 210th Street 1053 Alder Street 942 Alder Street Lift Station 12Lift Station 12Lift Station 12 Lift Station 4Lift Station 1Lift Station 4Lift Station 1Lift Station 1Lift Station 1Lift Station 1 Storm Lines MetroMetro Problem Category PIPE REPAIRPIPE REPAIRPIPE REPAIRPIPE REPAIRPIPE REPAIRPIPE REPAIR BREACHBREACHBREACHBREACHBREACHBREACHBREACHBREACHBREACHBREACHBREACHBREACHBREACH Granite O&M 4429232215141110 8766555554444443221111111110000 500050500050500050500050BREACHEdmonds WWTPCrack12-196-12-1981Multiple - NarrowF.2050050BREACHEdmonds WWTPCrack12-24-12-232Multiple - NarrowF.2050050BREACHEdmonds WWTPCrack12-249-12-2480Multiple - NarrowF.2050050BREACHEdmonds WWTPCrack12-37-12-380Longitudinal - NarrowF.2050050BREACHEdmonds WWTPCrack12-55-12-560Longitudinal - NarrowF.2050050BREACHEdmonds WWTPCrack12-8-12-61Longitudinal - NarrowF.2050050BREACHMetroCrack13-20-13-150Longitudinal - WiderF.2050050500050500050500050500050500050 CapacityTOTAL 050050500505005050050500505005050050500505005050050500505005050050500505005050050500505005500050500505005050050500505005050050500505005050050500505005050050500505005050050500505005050050500505005 Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area CIP No. CommentsTable F.2F.2F.2 F.1F.1F.1F.1F.1F.1F.1F.1F.1 11-1A-7-39A0Circular - Narrow 10-10-10-71Multiple - Narrow11-3-11-20Circular - Narrow ConcConcConcConcConcConcConcConc PVC Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M of Run Distance 12-156-13-9638012-189-12-190 c/o12012-191-12-18928512-192-12-1912001-36-1-36A21114-6-14-726014-65-14-66320 (ft)14-22-14-2436014-40-9-254330 Multiple locations and/or problems12-139-12-138Multiple locations and/or problems12-226-12-225 Multiple locations and/or problems8-178A-8-177A Multiple locations and/or problems9-262A-9-262Multiple locations and/or problems8-101A-8-100Multiple locations and/or problems9-273A-9-273 Multiple locations and/or problems5-260-5-344Multiple locations and/or problems5-261-5-260Multiple locations and/or problems8-112-8-117Multiple locations and/or problems9-150-5-336Multiple locations and/or problems12-95-12-94Multiple locations and/or problems12-16-12-17Multiple locations and/or problems12-72-12-71Multiple locations and/or problems8-331-8-330Multiple locations and/or problems12-71-12-89Multiple locations and/or problems3-131-3-132Multiple locations and/or problems5-299-5-300Multiple locations and/or problems8-281-8-282Multiple locations and/or problems9-117-9-116Multiple locations and/or problems9-264-9-266 Multiple locations and/or problems14-7-14-7AMultiple locations and/or problems4-52-4-52A Multiple locations and/or problems8-77-8-76Multiple locations and/or problems8-76-8-75Multiple locations and/or problems7-37-7-36Multiple locations and/or problems7-34-7-30Multiple locations and/or problems7-46-7-47Multiple locations and/or problems8-72-8-73Multiple locations and/or problems2-91-2-90Multiple locations and/or problems7-65-7-66Multiple locations and/or problems1-31-1-30Mu ltiple locations and/or problems7-38-7-36Multiple locations and/or problems8-30-8-29Multiple locations and/or problems8-51-8-50Multiple locations and/or problems16-9-16-8Multiple locations and/or problems11-1-11-2 LocationReasonManhole # Table 9.2 Grit, Black WaterGrit, Black Water Grit, Black Water Black WaterBlack WaterBlack WaterBlack Water GreaseGrease CrackCrackCrack 21309 76th Ave W (Drop MH) 16131 75th Place West Edmonds WWTPEdmonds WWTP 21808 Highway 99 9223 216th Street 1153 8th Ave S.1115 8th Ave S. 74th at 228th St 736 Fir Street 215th At 72nd Metro Problem Category Red Area Jetting BREACHBREACHBREACH Granite O&M Multiple locations and/or problems8-203-8-202 004047 500050BREACHMetroCrack16-103-16-1061Circular - NarrowF.2050050500050500050BREACHMetroCrack17-31-17-281Longitudinal - NarrowF.2050050BREACHMetroCrack17-63-17-640Multiple - NarrowF.2050050500050500050B REACHMetroCrack17-78-17-820Longitudinal - WiderF.2050050500050500050BREACHLift Station 4Crack2-83-2-820Longitudinal - WiderF.2050050BREACHLynnwood WWTPCrack3-109B-3-109A0Circular - NarrowF.2050050BRE ACHLynnwood WWTPCrack3-1H-3-3A20Circular - NarrowF.2050050500050BREACHLift Station 1Crack4-124-4-1230Circular - WiderF.2050050BREACHLift Station 1Crack4-217A-4-2170Longitudinal - NarrowF.205005050005 0BREACHLift Station 1Crack5-263-5-2621Multiple - NarrowF.2050050BREACHLift Station 9Crack5-299-5-3001Multiple - NarrowF.2050050BREACHLynnwood WWTPCrack5-319-5-3200Circular - NarrowF.20500505000505000 50500050500050500050500050500050500050BREACHLift Station 1Crack7-75-7-741Multiple - NarrowF.2050050500050500050BREACHLift Station 1Crack8-189-8-1940Spiral - NarrowF.2050050BREACHLift Station 1Crack8-206-8-2050Longitudinal - NarrowF.2050050BREACHLift Station 1Crack8-219H-8-219G0Multiple - NarrowF.2050050BREACHLift Station 1Crack8-286-8-2850Multiple - NarrowF.2050050500050BREACHEd monds WWTPCrack8-74-8-754Multiple - NarrowF.2050050500050Lift Station 1Infiltration in the Joint9-136-9-136AN/AMediumF.2050050500050500050Lift Station 1Infiltration in the Joint9-170-9-172N/ALightF.2 050050500050500050500050500050500050BREACHEdmonds WWTPCrack9-274-9-2750Circular - NarrowF.2050050500050BREACHLift Station 9Crack9-326-9-3271Longitudinal - NarrowF.2050050500050500050500050 CapacityTOTAL Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area CIP No. CommentsTable F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1 ConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConcConc Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M of Run Distance 14-7A-14-7B25516-77-16-652753-93-3-941505-325-5-3283507-6-CO1259-16-9-191789-254-9-255305 (ft)16-76-16-7716017-73-17-69 23217-81-17-8036017-82-17-811055-191-5-1872007-3-7-24257-4-7-33807-5-7-43807-6-7-52808-3-8-2A1308-99-8-101A2079-137-9-1383409-202-9-201+1659-202-9-2245039-20-9-2024309-3 14-9-3133109-347-9-3461309-348-9-3474009-366-9-314350 17-72-Main445-325-5-511-11807-11-7-10807-7-7-11377-7-7-6359-19-9-2056 LocationReasonManhole # Table 9.2 Dirt, Grease, Grit Grit, Black Water Grit, Black WaterGrit, Black Water Black WaterBlack WaterBlack WaterBlack WaterBlack WaterBlack WaterBlack WaterBlack WaterBlack WaterBlack WaterBlack WaterBlack WaterBlack Water GreaseGreaseGreaseGreaseGreaseGreaseGreaseGreaseGrease GritGrit GritGritGritGrit 7907 200th Street (Drop MH) Admiral Way at West Dayton Dellwood Dr. at 78th Ave W 76th at 212th Street S.W. 72nd Ave W. at 215th St76th Ave W. at 242nd St 240th St and 78th Ave W 7th Ave at Edmonds St Admiral Way at DaytonAdmiral Way at Dayton 8705 Maplewood Lane 7601 OVD Post Office18209 76th Ave West 1033 Walnut Street 240th at 78th Ave W 7703 203 Street SW 7804 200th Street 7117 176th St. SW 8610 Main Street8610 Main Street 23819 76th Ave W24122 76th Ave WBpind Ridge Park Pine Ridge ParkPine Ridge Park 23821 76th Ave 7726 202 Place Admiral WayAdmiral WayAdmiral WayAdmiral WayAdmiral Way Problem Category PROBLEM JOINTSPROBLEM JOINTS Granite O&M 19 543110000000000086555543222111110000000000000000000000 CapacityTOTAL 0040400404004040040400404004040040400404004040040400404004040040400404004040040403003003030300303003030030300303003030030300303003030030300303003030030300303003030030300303003030030300303003030030300 3030030300303003003030300303003030030300303003003030300303003003030300303003 Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area CIP No. CommentsTable F.2F.2 F.3F.3F.314-28-14-270Soil Visible - LargeF.3F.3F.38-22-8-210Soil Visible - MediumF.38-351-8-3500Void Visible - MediumF.3F.2F.2F.2F.2F.2F.2F.2F.2F.3F.2F.2F.2F.3F.2F.2F.2F.2 12-269C-12-269D0Soil Visible - LargeF.315-4E-15-4C0Soil Visible - SmallF.38-337-8-336A0Soil Visible - MediumF.3 Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M 7-11-7-7N/ALarge 3-66A-3-66N/ALarge Multiple locations and/or problems12-289-12-288A of Run Distance (ft) 4-3-2-113BN/A8-346-8-343N/A 13-14-13-1307-39C-7-40012-293-12-293A013-63B-13-63C015-3B-15-3A016-25-16-2603-103-3-10503-84A-3-8504-144-4-14505-30-5-2805-37-5-3808-207-8-20609-341-9-340A09-342-9-3410 12-178-12-179012-212-12-21104-75-4-74010-19-10-19B012-159-12-16002-113E-2-1131 Multiple locations and/or problems12-105B-12-105A Multiple locations and/or problems12-246-12-243Multiple locations and/or problems12-243-12-241 Multiple locations and/or problems13-8E-13-166AMultiple locations and/or problems3-109H-3-109G Multiple locations and/or problems11-23A-11-21Multiple locations and/or problems13-21A-13-21Multiple locations and/or problems5-148B-5-149 Multiple locations and/or problems4-115-8-219H Multiple locations and/or problems14-7G-14-7F Multiple locations and/or problems8-162-8-161Multiple locations and/or problems4-196-4-200Multiple locations and/or problems5-135-5-134Multiple locations and/or problems2-112-2-111Multiple locations and/or problems14-56-14-62Multiple locations and/or problems4-141-4-142Multiple locations and/or problems8-249-8-265Multiple locations and/or problems9-276-9-277Multiple locations and/or problems14-19-14-18Multiple locations and/or problems9-181-9-182 Multiple locations and/or problems15-1B-15-1C Multiple locations and/or problems7-49-7-49A Multiple locations and/or problems8-17-8-18Multiple locations and/or problems5-42-5-41 LocationReasonManhole # Table 9.2 Joint separated - LargeJoint separated - Large Heavy Root ProblemHeavy Root ProblemHeavy Root ProblemHeavy Root ProblemHeavy Root ProblemHeavy Root ProblemHeavy Root ProblemHeavy Root ProblemHeavy Root ProblemHeavy Root ProblemHeavy Root ProblemHeavy Root ProblemHeavy Root ProblemHeavy Root ProblemHeavy Root Problem Joint Offset - LargeJoint Offset - Large Broken HoleBroken HoleBroken Hole BrokenBrokenBrokenBrokenBrokenBrokenBrokenBroken Lynnwood WWTPLynnwood WWTPLynnwood WWTP Edmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTP Lift Station 10Lift Station 10 Lift Station 1Lift Station 1Lift Station 1Lift Station 7Lift Station 1Lift Station 1Lift Station 9Lift Station 9 Lift Station 3Lift Station 1 MetroMetroMetroMetro Problem Category PROBLEM JOINTSPROBLEM JOINTSPROBLEM JOINTSPROBLEM JOINTS BREACHBREACHBREACHBREACHBREACHBREACHBREACHBREACHBREACHBREACHBREACH ROOTSROOTSROOTSROOTSROOTSROOTSROOTSROOTS ROOTSROOTSROOTSROOTSROOTSROOTSROOTS Granite O&M Multiple locations and/or problems17-61-17-84 0000028Multiple locations and/or problems7-78-7-79 0000028Multiple locations and/or problems5-267-5-261 0000025Multiple locations and/or problems8-3-8-4 0000024Multiple locations and/or problems8-52-8-59 0000023Multiple locations and/or problems4-60-4-62 0000019Multiple locations and/or problems8-UNK 1-8-330A 0000019Multiple locations and/or problems10-27-10-280000018Multiple locations and/or problems8-182-8-179 0000018Multiple locations and/or problems8-73-8-74 0000017Multiple locations and/or problems12-1-8-1 0000016Multiple locations and/or problems13-4-14-49 0000016Multiple locations and/or problems14-67-14-66 0000016Multiple locations and/or problems17-23-17-39 0000016Multiple locations and/or problems8-21A-8-51 0000016Multiple locations and/or problems7-43-7-40 0000015Multiple locations and/or problems7-61-7-60 0000015Multiple locations and/or problems7-81-7-82 0000015Multiple locations and/or problems8-178-8-177A 0000015Multiple locations and/or problems8-31-8-30 0000015Multiple locations and/or problems4-78-8-244 0000014Multiple locations and/or problems5-334B-5-334A 0000014Multiple locations and/or problems7-66-8-327 0000014Multiple locations and/or problems7-83-7-84 0000014Multiple locations and/or problems8-269-8-267 0000014Multiple locations and/or problems8-54-8-56 0000014Multiple locations and/or problems14-34-14-33 0000013Multiple locations and/or problems8-18-8-55 0000013Multiple locations and/or problems11-9A-7-350000012Multiple locations and/or problems8-4-8-5 0000012Multiple locations and/or problems8-60-8-59A 0000012Multiple locations and/or problems8-87-8-86 0000012Multiple locations and/or problems12-54-12-53 0000011Multiple locations and/or problems9-109-8-193 0000011Multiple locations and/or problems12-121-12-1190000010Multiple locations and/or problems12-123-12-1210000010Multiple locations and/or problems12-13-12-140000010Multiple locations and/or problems12-14-12-150000010Multiple locations and/or problems12-156-12-155 0000010Multiple locations and/or problems12-87-12-86 0000010Multiple locations and/or problems13-166A-13-166 0000010Multiple locations and/or problems13-81A-13-81B 0000010Multiple locations and/or problems14-7L-14-7B 0000010Multiple locations and/or problems5-156-5-151 0000010Multiple locations and/or problems7-56-7-55 0000010Multiple locations and/or problems8-167-8-165 0000010Multiple locations and/or problems8-257-8-257A 0000010Multiple locations and/or problems8-291A-8-291 0000010Multiple locations and/or problems8-298-8-297 0000010Multiple locations and/or problems8-329A-8-329 0000010Multiple locations and/or problems8-5-8-6 0000010 Multiple locations and/or problems1-46-1-45 000000Multiple locations and/or problems8-155-8-352 000009Multiple locations and/or problems9-347-9-348 000009 Edmonds WWTPJoint Offset - Large9-349-9-350N/ALargeF.3003030 CapacityTOTAL Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area CIP No. CommentsTable Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M of Run Distance (ft) LocationReasonManhole # Table 9.2 Problem Category PROBLEM JOINTS Granite O&M 08888888888888777777766666666Multiple locations and/or problems5-246-5-245 000000Multiple locations and/or problems5-74-5-72 000006Multiple locations and/or problems8-265-8-266 000006Multiple locations and/or problems8-55-8-55A 000006Multiple locations and/or problems9-11-9-10 000006Multiple locations and/or problems9-262B-9-262A 000006Multiple locations and/or problems9-273-9-274 000006Multiple locations and/or problems9-287-9-286 00000655555555555555555 000006 CapacityTOTAL 0000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000Connection 0000000000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 0000000000Connection 000000000000000Connection 00000Connection 00000 Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area CIP No. CommentsTable F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1 Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M Multiple locations and/or problems12-151A-12-151 of Run Distance (ft) Problem Laterals - Abandoned5-203-5-201N/AEdmonds WWTPProblem Laterals - Connections11-2-11-7N/AProblem Laterals - Connections11-7-11-9N/AProblem Laterals - Connections12-111-12-68N/AProblem Laterals - Connections12-119-12-117N/AProblem Laterals - Connections12-124-12-123N/AProblem Laterals - Connections12-125-12-123N/AProblem Laterals - Connections12-127-12-125N/AProblem Laterals - Connections12-129-12-127N/AProblem Laterals - Connections12-137-12-136N/AProblem Laterals - Connections12-144-12-146N/AProblem Laterals - Connections12-147-12-148N/AProblem Laterals - Connections12-154-12-153N/AProblem Laterals - Connections12-17-12-18N/A Multiple locations and/or problems12-102-12-101Multiple locations and/or problems13-157-13-156Multiple locations and/or problems12-175-12-146Multiple locations and/or problems16-106-16-110Multiple locations and/or problems12-135-12-134Multiple locations and/or problems12-160-12-149Multiple locations and/or problems12-208-12-207Multiple locations and/or problems12-287-12-286Multiple locations and/or problems12-144-12-146Multiple locations and/or problems12-148-12-141 Multiple locations and/or problems11-21A-11-21 Multiple locations and/or problems5-325-5N-11 Multiple locations and/or problems13-56-13-57Multiple locations and/or problems8-197-8-199Multiple locations and/or problems9-175-9-177Multiple locations and/or problems9-314-9-366Multiple locations and/or problems9-364-9-363Multiple locations and/or problems16-59-16-60Multiple locations and/or problems4-131-4-100Multiple locations and/or problems4-134-4-133Multiple locations and/or problems8-291-8-283Multiple locations and/or problems16-37-16-38 Multiple locations and/or problems8-99-8-316 Multiple locations and/or problems12-28-8-2Multiple locations and/or problems3-94-3-93Multiple locations and/or problems8-70-8-71Multiple locations and/or problems9-20-9-19Multiple locations and/or problems8-43-8-44Multiple locations and/or problems2-27-2-25Multiple locations and/or problems4-30-4-28Multiple locations and/or problems5-14-5-15 LocationReasonManhole # Multiple locations and/or problems5-7-5-8 Table 9.2 Lynnwood WWTP Edmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTP Problem Category Granite O&M 5555555555555555555555555555555555555555555555555555 000005000005000005 CapacityTOTAL Connection 0000000000Connection 00000Connection 00000Connection 00000Connection 00000Connection 0000000000Connection 00000Connection 0000000000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 0000000000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 0000000000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 0000000000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 000000000000000Connection 00000Connection 00000 Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area Lateral BlocLateral Bloc CIP No. kk CommentsTable F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1 Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M of Run Distance (ft) Problem Laterals - Connections12-209-12-207N/AProblem Laterals - Connections12-46-12-46AN/AProblem Laterals - Connections12-47-12-49N/AProblem Laterals - Connections12-5-12-2N/AProblem Laterals - Connections12-6-12-5N/AProblem Laterals - Connections12-69-12-67N/AProblem Laterals - Connections12-90-12-87N/AProblem Laterals - Connections12-94A-12-94N/AProblem Laterals - Connections13-146-13-145N/AProblem Laterals - Connections13-87-13-88N/AProblem Laterals - Connections1-39-1-38N/AEdmonds WWTPProblem Laterals - Connections13-99-13-98N/AProblem Laterals - Connections14-47-14-48N/AProblem Laterals - Connections14-70-14-69N/AProblem Laterals - Connections15-3C-15-3BN/AProblem Laterals - Connections16-99-16-102N/AProblem Laterals - Connections1-9-1-9A N/AProblem Laterals - Connections2-131-2-132N/ALynnwood WWTPProblem Laterals - Connections3-130-3-129N/AProblem Laterals - Connections3-157-3-156N/AProblem Laterals - Connections4-119-4-121N/AProblem Laterals - Connections4-13-4-42N/AProblem Laterals - Connections4-171-4-173AN/AProblem Laterals - Connections4-58-4-59N/AProblem Laterals - Connections4-62-4-63N/AProblem Laterals - Connections5-113-5-111N/AProblem Laterals - Connections5-137-5-136N/AProblem Laterals - Connections5-160-5-159N/AProblem Laterals - Connections5-240B-5-240AN/AProblem Laterals - Connections5-309-5-3 04N/AProblem Laterals - Connections5-324-5-324AN/AProblem Laterals - Connections5-55-5-54N/AProblem Laterals - Connections5-67-5-66N/AProblem Laterals - Connections5-81-5-80N/AProblem Laterals - Connections5-87-5-86N/AProblem Laterals - Connections5-88G-5-88EN/AProblem Laterals - Connections7-59-7-57N/AProblem Laterals - Connections7-69-7-70N/AProblem Laterals - Connections7-80-7-61N/AProblem Laterals - Connections8-150-8-149N/AProblem Laterals - Connections8-160-8-159N/ALift Station 1Problem Laterals - Connections8-163-8-162N/AProblem Laterals - Connections8-165-8-164N/AProblem Laterals - Connections8-172A-8-172N/AProblem Laterals - Connections8-183-8-182N/AProblem Laterals - Connections8-255-8-254N/AProblem Laterals - Connections8-257A-8 -254N/A Multiple locations and/or problems8-188B-8-188A Multiple locations and/or problems12-74-12-73Multiple locations and/or problems12-98-12-96Multiple locations and/or problems4-110-4-109Multiple locations and/or problems5-239-5-238Multiple locations and/or problems8-195-8-196 Multiple locations and/or problems12-2-12-1Multiple locations and/or problems7-60-7-56 LocationReasonManhole # Table 9.2 Lynnwood WWTPLynnwood WWTPLynnwood WWTP Edmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTP Lift Station 12Lift Station 12Lift Station 10 Lift Station 4Lift Station 1Lift Station 1Lift Station 1Lift Station 3Lift Station 3Lift Station 1Lift Station 1Lift Station 1Lift Station 9Lift Station 1Lift Station 1Lift Station 1Lift Station 1Lift Station 1Lift Station 1Lift Station 1Lift Station 1Lift Station 1Lift Station 1 Lift Station 1 MetroMetroMetroMetro Problem Category Granite O&M 555555555555555Multiple locations and/or problems9-270-9-308 000005Multiple locations and/or problems9-289-9-290 0000055Multiple locations and/or problems11-14A-11-14000004Multiple locations and/or problems11-23C-11-21000004Multiple locations and/or problems11-5-11-3000004Multiple locations and/or problems12-140-12-139000004Multiple locations and/or problems12-182A-12-215 00000444Multiple locations and/or problems12-19-12-28 000004Multiple locations and/or problems12-250-12-249 000004Multiple locations and/or problems13-22A-13-22B 000004Multiple locations and/or problems14-35-14-34 000004 000005000005000005000004000004000004000004Sag000004000004000004Sag000004000004Sag000004Sag000004Sag000004000004Sag000004Sag000004000004000004000004000004000004000004000004000004 CapacityTOTAL Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 000000000000000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Connection 00000Water Level0000000000 Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area Lateral BlocLateral BlocLateral Bloc Camera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera Un CIP No. kkkdddddddddddddddd CommentsTable F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1 Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M MetroDepressions in Pipe14-16-14-11999969482 Multiple locations and/or problems12-185G-12-185F 4 of Run Distance Edmonds WWTPDepressions in Pipe12-185F-12-185A108 (ft) Problem Laterals - Connections8-285-8-284N/AProblem Laterals - Connections8-28-8-27N/AProblem Laterals - Connections8-303-8-303AN/AEdmonds WWTPProblem Laterals - Connections8-32-8-31N/AProblem Laterals - Connections8-335-8-UNK 1N/AProblem Laterals - Connections8-35-8-36N/AProblem Laterals - Connections8-53-8-54N/AProblem Laterals - Connections8-55A-8-57N/AEdmonds WWTPProblem Laterals - Connections8-59-8-58N/AProblem Laterals - Connections8-64-8-63N/AProblem Laterals - Connections9-234-9-233N/AProblem Laterals - Connections9-235-9-235AN/AProblem Laterals - Connections9-242-9-241N/AProblem Laterals - Connections9-259-9-251N/AProblem Laterals - Connections9-262C-9-262BN/AProblem Laterals - Connections9-266-9-267N/ALift Station 1Problem Laterals - Connections9-36-9-37N/A Edmonds WWTPDepressions in Pipe13-120-13-12111Edmonds WWTPDepressions in Pipe13-39-13-3712Edmonds WWTPDepressions in Pipe13-57-13-5914 10-25-10-260Edmonds WWTPDepressions in Pipe11-15-11-140Edmonds WWTPDepressions in Pipe12-109A-12-1110Edmonds WWTPDepressions in Pipe12-149A-12-1490Edmonds WWTPDepressions in Pipe12-180-12-1810Edmonds WWTPDepressions in Pipe12-190-12-1890Edmonds WWTPDepressions in Pipe12-204-12-2030Edmonds WWTPDepressions in Pipe12-26-12-240Edmonds WWTPDepressions in Pipe13-36-13-355MetroDepressions in Pipe13-4A-13-40MetroDepressions in Pipe14-11-14-100MetroDepressions in Pipe14-21-14-40Lift Station 12Depressions in Pipe1-43-1-240MetroDepressions in Pipe14-38-14-370MetroDepressions in Pipe14-3E-14-3F00MetroDepressions in Pipe14-48-14-500 12-189-12-1910 4-46-14-METER 3 Multiple locations and/or problems9-159-9-158Edmonds WWTPDepressions in Pipe13-59-13-60 Multiple locations and/or problems8-64B-8-64A LocationReasonManhole # 1 Table 9.2 Depressions in PipeDepressions in PipeMetroDepressions in Pipe Edmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTPEdmonds WWTP Lift Station 1Lift Station 1 MetroMetroMetro Problem Category Granite O&M Multiple locations and/or problems17-75-17-78 000004Multiple locations and/or problems2-113-2-112 000004Multiple locations and/or problems3-1D-3-2G 000004Multiple locations and/or problems4-100-4-100 A 000004Multiple locations and/or problems4-132-4-131 000004Multiple locations and/or problems4-163-4-162 000004Multiple locations and/or problems4-86-4-85 000004Multiple locations and/or problems8-123-8-120 000004Multiple locations and/or problems8-250-8-249 000004 000004000004Sag000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004Sag0000040000040000040000040000040000040000040000040 00004000004000004000004000004000004000004000004000004000004000004000004000004000004 CapacityTOTAL Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area Camera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera Un CIP No. dddddddddddddddddddddddddddddddddddddddddddd CommentsTable F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1 Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M of Run Distance (ft) MetroDepressions in Pipe17-60-17-6145Lift Station 12Depressions in Pipe3-2H-3-2I24 MetroDepressions in Pipe14-69-14-680MetroDepressions in Pipe16-101-16-1023MetroDepressions in Pipe16-57-16-750MetroDepressions in Pipe17-19-17-230MetroDepressions in Pipe17-38-17-374MetroDepressions in Pipe17-39-17-460MetroDepressions in Pipe17-46-17-470MetroDepressions in Pipe17-47-17-480MetroDepressions in Pipe17-48-17-590MetroDepressions in Pipe17-77-17-780MetroDepressions in Pipe17-84-17-850MetroDepressions in Pipe17-85-17-860MetroDepressions in Pipe17-86-17-870MetroDepressions in Pipe17-87-17-880MetroDepressions in Pipe17-88-17-890MetroDepressions in Pipe17-95-17-940Me troDepressions in Pipe17-96-17-950MetroDepressions in Pipe17-97-17-960MetroDepressions in Pipe17-98-17-970Lynnwood WWTPDepressions in Pipe2-47-2-490Lynnwood WWTPDepressions in Pipe3-12-2-20Lynnwood WWTPDepressions in Pipe3-23-3-240Lynnwood WWTPDepressions in Pipe3-8-3-90Lift Station 3Depressions in Pipe4-65-4-670Lift Station 3Depressions in Pipe4-70A-4-71-LIFT 30Lift Station 1Depressions in Pipe4-79-4-780Lynnwood WWTPDepressions in Pipe5-144-5-1451Lynnwood WWTPDepressions in Pipe5-177-5-1760Lynnwood WWTPDepressions in Pipe5-187-5-1910Lynnwood WWTPDepressions in Pipe5-195A-5-1960Lift Station 9Depressions in Pipe5-283-5-2880Lift Station 9Depressions in Pipe5-300-5-3010Lynnwood WWTPDepressions in Pipe5-321A-5-3220Lynnwood WWTPDepressions in Pipe5-322-5N-20Lift Station 9Depressions in Pipe5-334A-5-3340Edmonds WWTPDepressions in Pipe7-23-7-53D0Edmonds WWTPDepressions in Pipe7-30C-7-300Edmonds WWTPDepressions in Pipe7-32C-7-32D0Edmonds WWTPDepressions in Pipe7-47-7-500Edmonds WWTPDepressions in Pipe7-48-7-470Lift Station 1Depressions in Pipe8-147-8-1460Lift Station 1Depressions in Pipe8-222B-8-222A0Lift Station 2Depressions in Pipe8-296-8-2970 14-49-14-49D0 LocationReasonManhole # Table 9.2 Depressions in Pipe Metro Problem Category Granite O&M 4Multiple locations and/or problems8-311-8-312 000004Multiple locations and/or problems8-321-7-72 000004Multiple locations and/or problems8-39A-8-41 000004Multiple locations and/or problems8-81B-8-81 000004Multiple locations and/or problems9-188-9-189 000004Multiple locations and/or problems11-12-11-11000003Multiple locations and/or problems12-78-12-77 000003Multiple locations and/or problems13-67-13-66 000003Multiple locations and/or problems13-8A-13-8B 000003Multiple locations and/or problems2-84-2-83 000003Multiple locations and/or problems3-109G-3-109F 000003Multiple locations and/or problems4-137-4-133 000003Multiple locations and/or problems4-140-4-139 000003Multiple locations and/or problems4-9-4-7 000003Multiple locations and/or problems5-278-5-271 000003Multiple locations and/or problems7-44A-8-331 000003Multiple locations and/or problems7-46A-7-46 000003Multiple locations and/or problems8-185-8-186 000003Multiple locations and/or problems8-244-8-243 000003Multiple locations and/or problems8-289-8-288 000003Multiple locations and/or problems8-41-8-42 000003Multiple locations and/or problems8-46-8-47 000003Multiple locations and/or problems8-86-8-112 000003Multiple locations and/or problems11-14-11-13000002Multiple locations and/or problems11-23B-11-21000002Multiple locations and/or problems12-89-12-88 000002 000004Sag000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000004000002000002000002000002000002 CapacityTOTAL 00000 Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area Camera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera UnCamera Un CIP No. dddddddddddddddddddddd CommentsTable F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1 Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M of Run Distance (ft) Edmonds WWTPProblem Joint - Offset Medium12-266-12-265N/A Edmonds WWTPDepressions in Pipe9-274A-9-27415Edmonds WWTPDepressions in Pipe9-279-9-27816 8-303D-8-303C0Lift Station 1Depressions in Pipe8-340-8-3390Edmonds WWTPDepressions in Pipe8-34-8-350Edmonds WWTPDepressions in Pipe8-37-8-390Edmonds WWTPDepressions in Pipe8-49-8-530Edmonds WWTPDepressions in Pipe8-89-8-1080Edmonds WWTPDepressions in Pipe8-91-8-1060Lift Station 1Depressions in Pipe9-100-9-1010Lift Station 1Depressions in Pipe9-120-9-1210Lift Station 1Depressions in Pipe9-137-9-1390Edmonds WWTPDepressions in Pipe9-157-9-1560Edmonds WWTPDepressions in Pipe9-193-9-1960Edmonds WWTPDepressions in Pipe9-19-9-180Edmonds WWTPDepressions in Pipe9-201-9-2020Edmonds WWTPDepressions in Pipe9-202-9-200MetroDepressions in Pipe9-253-9-2540Edmonds WWTPDepressions in Pipe9-271-9-2700Edmonds WWTPDepressions in Pipe9-319-9-319A0Edmonds WWTPDepressions in Pipe9-321-9-3220Edmonds WWTPDepressions in Pipe9-346-9-3470Lift Station 1Depressions in Pipe9-55A-9-550Edmonds WWTPMedium Root Problem11-10-11-9B0Edmonds WWTPMedium Root Problem12-153-12-1500Edmo nds WWTPMedium Root Problem12-288-12-2870Edmonds WWTPMedium Root Problem12-33-12-310 Multiple locations and/or problems8-29-8-43 LocationReasonManhole # Table 9.2 Depressions in Pipe Lift Station 1 Problem Category Granite O&M 2Multiple locations and/or problems16-108-16-109 000002Multiple locations and/or problems17-15-17-16 000002Multiple locations and/or problems2-31-2-32 000002Multiple locations and/or problems3-121-3-120 000002Multiple locations and/or problems3-12H-3-12I 000002Multiple locations and/or problems3-2I-3-2J 000002Multiple locations and/or problems4-138-4-137 000002Multiple locations and/or problems5-195-5-195A 000002Multiple locations and/or problems5-281A-5-278 000002Multiple locations and/or problems7-64-7-62 000002Multiple locations and/or problems7-86-7-87A 000002Multiple locations and/or problems8-101B-8-101A 000002Multiple locations and/or problems8-13-8-21A 000002Multiple locations and/or problems8-172J-8-172F 000002Multiple locations and/or problems8-193-8-192 000002Multiple locations and/or problems8-21-8-21A 000002Multiple locations and/or problems8-2-8-2A 000002Multiple locations and/or problems8-288-8-287 000002Multiple locations and/or problems8-2A-8-3 000002Multiple locations and/or problems8-316-8-135 000002Multiple locations and/or problems8-317-8-316 000002Multiple locations and/or problems8-324-7-68 000002Multiple locations and/or problems8-44-8-45 000002Multiple locations and/or problems9-84-9-83 000002 000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000002000001 CapacityTOTAL Medium00000 Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area CIP No. CommentsTable F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1 F.1 Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M of Run Distance (ft) Joint Gasket Exposed - Medium13-100-13-98N/AMetroProblem Joint - Offset Medium16-116-16-98N/ALynnwood WWTPProblem Joint - Offset Medium3-60-3-68N/AEdmonds WWTPProblem Joint - Offset Medium7-44-7-44AN/AEdmonds WWTPProblem Joint - Offset Medium8-18A-8-18N/AEdmonds WWTPProblem Joint - Offset Medium9-184-9-185N/A MetroMedium Root Problem13-8D-13-8C0MetroMedium Root Problem13-9A-13-166A0MetroMedium Root Problem14-44-14-430MetroMedium Root Problem17-44-17-460Lift Station 10Medium Root Problem2-109-2-1080Lynnwoo d WWTPMedium Root Problem3-120-3N-40Lift Station 1Medium Root Problem4-133-4-1320Lift Station 1Medium Root Problem4-143-4-1500Lift Station 1Medium Root Problem4-210-4-213A0Lift Station 1Medium Root Problem4-40-4-390Lift Station 3Medium Root Problem4-56-4-570Lynnwood WWTPMedium Root Problem5-149-5-1500Lynnwood WWTPMedium Root Problem5-217-5-2160Lift Station 9Medium Root Problem5-317-5-3160Lift Station 9Medium Root Problem5-330E-5-330D0Lift Station 1Medium Root Problem5-38-5-390Lift Station 1Medium Root Problem5-79-5-700Lift Station 10Medium Root Problem5-88A-5-88B0Lift Station 1Medium Root Problem8-178D-8-178C0Lift Station 1Medium Root Problem8-196-8-196A0Lift Station 1Medium Root Problem9-111-8-189D0Edmonds WWTPMedium Root Problem9-185-9-1860Edmonds WWTPMedium Root Problem9-222A-9-2270 13-112-13-1140 LocationReasonManhole # 14 Table 9.2 Clean Flume Medium Root Problem SE Corner of Hwy 99 and 224th St Edmonds WWTP Edmonds WWTP Miscellaneous Meters Problem Category Granite O&M Multiple locations and/or problems12-180A-12-180 00000111Multiple locations and/or problems16-33-16-36 000001 0000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010 00001000001000001000001000001000001000001000001000001000001000001000001000001000001000001000001000001000001 CapacityTOTAL 0000000000 Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area CIP No. SmallSmall CommentsTable F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1 F.1F.1F.1F.1F.1F.1F.1 Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M of Run Distance (ft) Edmonds WWTPJoint separated - Small12-207-12-206N/AEdmonds WWTPProblem Joint - Offset Small13-55-13-56N/AMetroJoint separated - Small16-115-16-116N/ALift Station 10Problem Joint - Offset Small2-111-2-110N/ALynnwood WWTPProblem Joint - Offset Small3-140-3-137N/ALynnwood WWTPProblem Joint - Offset Small3-162-3-163N/ALift Station 12Problem Joint - Offset Small3-8F-3-8AN/A Edmonds WWTPRoots12-84-12-84A42 Edmonds WWTPLight Root Problem11-19-11-180Edmonds WWTPLight Root Problem12-108-12-1090Edmonds WWTPLight Root Problem12-12-12-130Edmonds WWTPLight Root Problem12-151-12-220Edmonds WWTPLight Root Problem12-163-12-1620Edmonds WWTPLight Root Problem12-165-12-1640Edmonds WWTPLight Root Problem12-18-12-190Edmonds WWTPLight Root Problem12-22-12-200Edmonds WWTPLight Root Problem12-234B-12-234 A0Edmonds WWTPLight Root Problem12-284F-12-2840Edmonds WWTPLight Root Problem12-70-12-690MetroLight Root Problem13-133-13-1340MetroRoots13-139-13-1420MetroLight Root Problem13-8-13-8B0Edmonds WWTPLight Root Problem13-89-9-110MetroLight Root Problem14-33-14-320MetroLight Root Problem14-7C-14-7A0Edmonds WWTPLight Root Problem15-1C-15-20Edmonds WWTPRoots15-3A-15-2A016-32-16-330MetroLight Root Problem16-4-16-30MetroLight Root Problem16-46-16-470MetroLight Root Problem16-54-16-570MetroLight Root Problem16-91-16-1030MetroRoots17-24-17-250MetroRoots17-25-17-260MetroRoots17-55-17-580Metr oRoots17-57-17-580Lift Station 4Roots2-90-2-890Lynnwood WWTPLight Root Problem3-133-3-1340Lynnwood WWTPLight Root Problem3-63-3-640Lift Station 1Light Root Problem4-109-4-1080Lift Station 1Light Root Problem4-115-8-219H0Lift Station 1Light Root Problem4-145-4-1430Lift Station 1Light Root Problem4-170-4-1710 12-217-12-2160 Edmonds WWTPProblem Joints - Offset12-204J-12-204I Edmonds WWTPProblem Joints - Offset12-204I-12-204H LocationReasonManhole # 14151617171717 Table 9.2 Brush Sensor Clean FlumeClean FlumeClean FlumeClean FlumeClean FlumeClean Flume Light Root ProblemLight Root Problem East Side, NE Corner of Ballinger PS Ballinger Golf Course at 74th Ave Edmonds Way Robinhood Lanes 244th and Hwy 99 - NW Corner Denny's on SR 104 and Hwy 99 Old Ballinger Pump Station Edmonds WWTP 22304 Hwy 99 Metro Miscellaneous Meters Miscellaneous MetersMiscellaneous MetersMiscellaneous MetersMiscellaneous MetersMiscellaneous MetersMiscellaneous Meters Problem Category Granite O&M Multiple locations and/or problems9-273C-9-273B 000001 0000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010000010 00001000001000001000001000001000001000001000001000001000001000001000001000001000001000001000001000001000001000001000001000001 CapacityTOTAL Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area CIP No. CommentsTable F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1 Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M of Run Distance (ft) Lift Station 1Joint Separated 8-263-8-252N/ALift Station 1Problem Joint - Offset Small8-273-8-272N/AEdmonds WWTPProblem Joint - Offset Small9-235A-9-235BN/AEdmonds WWTPProblem Joint - Offset Small9-235B-9-217N/A Lift Station 1Light Root Problem4-212-4-2130Lift Station 1Light Root Problem4-221-4-2200Lift Station 3Light Root Problem4-45-4-460Lift Station 3Light Root Problem4-46-4-470Lift Station 3Light Root Problem4-69A-4-700Lift Station 1Light Root Problem5-118C-5-118B0Lift Station 1Light Root Problem5-123-4-186A0Lynnwood WWTPLight Root Problem5-13-5-120Lift Station 1Light Root Problem5-141A-5-1410Lynnwood WWTPLight Root Problem5-194-5-1950Lynnwood WWTPLight Root Problem5-218-5-2100Lift Station 1Light Root Problem5-252A-5-252B0Lift Station 1Light Root Problem5-264-5-2630Lift Station 9Light Root Problem5-299-5-3000Lynnwood WWTPRoots5-324A-5N-30Lift Station 9Light Root Problem5-330-5-3290Lift Station 1Light Root Problem5-344-5-3450Lift Station 1Roots5-52-5-510Lynnwood WWTPLight Root Problem5-75-5-740Lift Station 10Roots5-88B-5-88C0Lift Station 10Light Root Problem5-89-5-990Edmonds WWTPLight Root Problem7-62-7-610Edmonds WWTPLight Root Problem7-82-7-830Edmonds WWTPLight Root Problem7-85-7-860Lift Station 1Light Root Problem8-102-8-1010Lift Station 1Light Root Problem8-137-8-292A0Lift Station 1Light Root Problem8-152-8-1500Lift Station 1Light Root Problem8-172K-8-172G0Lift Station 1Light Root Problem8-177-8-1760Lift Station 1Light Root Problem8-187A-8-1870Lift Station 1Light Root Problem8-188A-8-188C0Lift Station 1Roots8-189B-8-189A0Lift Station 1Light Root Problem8-209-8-2100Lift Station 1Light Root Problem8-219A-8-219C0Lift Station 1Light Root Problem8-239-8-2380Lift Station 1Roots8-246-8-2470Lift Station 1Light Root Problem8-254-8-2530Lift Station 2Light Root Problem8-294-8-2950Lift Station 1Light Root Problem8-323-8-3210Edmonds WWTPLight Root Problem8-69-8-700Lift Station 1Light Root Problem8-95-8-960Lift Station 1Light Root Problem9-134-9-1360Edmonds WWTPLight Root Problem9-177-9-158A0Edmonds WWTPLight Root Problem9-225B-9-2250Edmonds WWTPLight Root Problem9-237-9-2360Edmonds WWTPLight Root Problem9-360-9-3466Lift Station 1Light Root Problem9-85-9-860MetroLight Root ProblemINLET-13-1670 4-186A-4-1860 Lift Station 1Problem Joints - Offset9-44-9-43 LocationReasonManhole # Table 9.2 Light Root Problem Lift Station 1 Problem Category Granite O&M Multiple locations and/or problems10-4-10-5000000Multiple locations and/or problems12-292-12-293 0000000Multiple locations and/or problems4-72A-4-72 000000 000001000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000PIPE REPAIRLift Station 12Pipe Repair1-75-1-744F.300000000000000000000000000000000000000000 0000000000000000000000000000000000000000000000000000000000000000000 CapacityTOTAL 00000 Ranking and Point Assignment Granite - Dig up Replace and Granite - Trechless Red Area CIP No. Light CommentsTable F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1F.1 F.1F.1F.1F.1F.1 ConcConcConc PVCPVC Ranking and Composite of Pipeline Capital Improvement Projects - Without Granite O&M of Run Distance 8-99-8-98102 (ft)16-60-16-593308-316-8-99290 Edmonds WWTPDebris and Deposits11-18-7-33N/AEdmonds WWTPDebris and Deposits12-100-12-99N/AEdmonds WWTPDebris and Deposits12-10-12-11N/AEdmonds WWTPDebris and Deposits12-144-12-146N/AEdmonds WWTPDebris and Deposits12-177-12-176N/AMetroDebris and Deposits13-23B-9-250N/AEdmonds WWTPDebris and Deposits13-47-13-46N/ALift Station 12Debris and Deposits1-51-1-50N/ALift Station 12Debris and Deposits1-57-1-56N/AMetroDebris and Deposits16-39-16-40N/AMetroDebris and Deposits16-65-16-77N/ALift Station 12Debris and Deposits1-67-1-66N/AMetroDebris and Deposits16-82-16-83N/AMetro Debris and Deposits16-95-16-96N/AMetroDebris and Deposits17-43-17-42N/ALift Station 4Debris and Deposits2-62-2-63N/ALynnwood WWTPJoint Gasket Exposed - Light3-89-3-72N/A4-135-4-136N/ALift Station 1Debris and Deposits4-34-4-36N/ALift Station 1Debris and Deposits4-39-4-41N/ALift Station 1Debris and Deposits4-83-4-82N/ALift Station 1Debris and Deposits4-98-4-97N/ALynnwood WWTPDebris and Deposits5-164-5-163N/AEdmonds WWTPDebris and Deposits7-33-7-32N/AEdmonds WWTPDebris and Deposits7-39A-7-39BN/ALift Station 1Debris and Deposits8-291B-8-291AN/AMetroDebris and Deposits9-247-9-248N/AEdmonds WWTPDebris and Deposits9-272-9-271N/ALift Station 1Debris and Deposits9-62-9-61N/A Lynnwood WWTPDebris and Deposits2-11-2-10N/A 13-C/OC/O 5-334A CO to main60 LocationReasonManhole # Table 9.2 NoneNoneNone Debris and Deposits N/A Lake Ballinger Way and 205th StClean Flume 7th Ave at Sprague St 240th At Highway 99 7th at Edmonds St 8015 196th St SW 9126 Bowdoin Lift Station 1 Problem Category CSP OMPREHENSIVE EWER LAN 9.3BASIS FOR CIP COSTS ESTIMATES Construction cost estimates wereprepared for mostof the CIP projects listed in Table 9.3. Documentation for these estimates can befound in Appendix E.Those projects that do not have supporting cost estimates are based on actual bid amounts or detailed cost estimating done during the design phases. Certain assumption needed to be made in terms of quantities and unit prices. Those assumptions are presented below. Several unit price items were used to determine the cost estimates. Quantities were estimated for each item and unit prices were estimated from recent bid results. An estimated construction cost was developed for each project including contingencies and sales tax. Total project costs were then estimated for each improvement. All costs are 2013 dollars and summarized on Table 9.3. CONSTRUCTION ESTIMATES-ASSUMPTIONS 10% of the construction costs are Mobilization. Traffic control at $5/LF of mainline sewer. Trench dewatering estimated at $5/LF. Sheeting, shoring and bracing estimated at $5/LF. Saw cutting along both sides of the trench estimated to be required for the entire length of the mainline sewer. Pavement removal is limited to a trench width of 60 inches, plus an allowance of 12 inches on both sides of the trench, for a total width of 84inches. Temporary sewer bypass estimated to be $5/LF for all cut and cover installations. Import trench backfill is estimated based on the assumption that 50% of all excavation will require imported material. Maximum width is 60 inches and an average depth of 8 feet. Crushed surfacing, base course is assumed to be 8 inches deep and a maximum pay width of 84inches. 9-19 2013 Cost Buildout 2033 - Basis $0 $0 2019-2033 2013 Cost Total Basis $0$0 2012 - 2019 $1,200,000$2,440,000 $135,000$200,000$500,000$200,000$100,000$100,000 $25,000$25,000$75,000$20,000 Total $0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0$0 2019 $0$0 2018 $0$0 2017 $0$0 $200,000$100,000 $45,000$75,000 2016 $0$0 $1,000,000 $100,000$250,000 $45,000 2015 $0$0 $1,000,000 $100,000$250,000$200,000$100,000 $45,000 2014 $0$0 Capital Improvements Projects $1,200,000 $240,000 $25,000$25,000$20,000 2013 $0$0 TABLE 9.3 Previously Spent $0$0 (2013 dollars) See Appendix E Base Year Cost $0 Reference Figure Appendix A See WWTP-10WWTP-11WWTP-12 WWTP-1WWTP-2WWTP-3WWTP-4WWTP-5WWTP-6WWTP-7WWTP-8WWTP-9 CIP No. Recoat Primary Clarifier #1 Steel Equipment/Concrete Repair Install Weir Washers on Secondary Clarifiers #1 and #3 Chlorine Contact Chamber Inspection and Coating Description Upgrade Flow Telemetry Equipment Incinerator Testing and Compliance Control System Upgrades Phase 1 Variable Frequency Drive upgrade Secondary Clarifier Steel Coating Collection System Subtotal Repair Floor in Clarifier 403 Pump Station Subtotal Joint/Concrete Repair Switchgear Upgrade Collection System Energy Project PUMP STATIONS Edmond WWTP PS # 10PS # 11PS # 12PS # 14PS # 15 PS # 1PS # 2PS # 3PS # 4PS # 5PS # 6PS # 7PS # 8PS # 9 Sub- Basin 2013 Cost Buildout 2033 - #REF! Basis $0 2019-2033 2013 Cost #REF! Total Basis $0 2012 - 2019 $1,850,000$9,386,000 $500,000$225,000$400,000$125,000$550,000$125,000 $10,000$80,000$35,000$50,000$35,000$75,000 #REF! $6,000 Total $1,050,000 $750,000$300,000 #REF! 2019 $1,050,000 $500,000$500,000 $50,000 #REF! 2018 $400,000$100,000$100,000$725,000 $50,000$50,000$25,000 #REF! 2017 $661,000 $50,000$50,000$25,000$35,000$25,000$50,000 #REF! $6,000 2016 $2,005,000 $400,000 $75,000$50,000$35,000$50,000 #REF! 2015 $1,825,000 $80,000$50,000 #REF! 2014 Capital Improvements Projects $2,070,000 $500,000 $10,000$50,000 #REF! 2013 TABLE 9.3 Previously #REF! Spent $0 (2013 dollars) See Appendix E Base Year Cost Reference Figure Appendix A See WWTP-13WWTP-14WWTP-15WWTP-16WWTP-17WWTP-18WWTP-19WWTP-20WWTP-21WWTP-22WWTP-23WWTP-24WWTP-25WWTP-26WWTP-27 CIP No. Unanticipated Plant and Operational Improvements/Repairs Ugrade Control Valve Actuators on Effluent Pumps Convert 200 HP blower to Turbo Blower Convert Aeration Basin #2 to Plug Flow Description Upgrade Heat Pumps in Building 700 Control System Upgrades Phase 2 Automatic Flow Shearing Process Electronic O&M Documentation Bilt Filter Press Energy Project Polymer Make Up Equipment Subtotal EDMONDS WWTP Screenings Improvements Facility Improvement Chemical Use Area In Plant Hatches Diesel Day Tank TOTAL COST Sub- Basin CSP OMPREHENSIVE EWER LAN Crushed surfacing, top course is assumed to be 4 inches deep and a maximum pay width of 84 inches. HMA is based on a maximum thickness of 3 inchesapplied over a width of 84 inches for the entire length of all mainline sewers. Restoration is based on 5% of the construction subtotal. Cleanup and testing is based on 5% of the construction subtotal. Manholes - It is assumed that the terminal manholes will be salvaged and only the intermediate manholes will be replaced or modified. Liftstation rehabilitation assumes that no excavation will be necessary and that the needed increase in the capacity can be accomplished withpump and motor changes, and electrical revisions. ALLIED AND OTHER COSTS – ASSUMPTIONS 40% contingencyto address pre-design level of cost estimating. 9.0% State Sales Tax. 12% of the estimated construction costis for engineering design, survey, geotechnical investigation and permits. 7% of the estimated construction costis for construction services. 2% of the estimated construction costis for District Administration. 1 % of the estimated construction costis for legal. 9.4CIP - CAPACITY ISSUES AND OTHER PROJECTS – 2013 TO2019 9.5CIP - CAPACITY ISSUES – 2019 TO 2033 9.6CIP - CAPACITY ISSUES – 2033 TO BUILD OUT 9-24 CSP OMPREHENSIVE EWER LAN 9.7CMOM The EPA has issued draft regulations implementing the Capacity, Management, Operations, and Maintenance (CMOM) program. CMOM requires the development of facility maintenance plans, tracking of asset condition, establishing level of serviceand performance goals. Key requirements are outlined below: 1.Capacity Assurance Plan evaluate existing system; identify capacity deficiencies; establish short and long-term remedies to capacity deficiencies. 2.Management Program specify program goals; establish organizational structure legal authority (e.g. service agreements) to manage flow; establish program measures and ranking of O&M activities based on current capacity and structural deficiencies. audit documentation of changes in system condition and performance establish standards and requirements for new construction as well as rehabilitation and repair. 3.Overflow Response Plan (ORP) steps to respond to SSO’s and to implement response plan 4.Audit Operations and Maintenance performance initial assessment of O&M activities; establish performance goals, measures and priorities perform periodic audits to identify progress and required revisions to the program. The City Staff has utilized an asset tracking system called Granite. This system is a data management system that chronicles the condition of all known problem segments in the City. This data is included in Appendix F. This data was integrated into the CIP listings in this chapter. 9.8WASTEWATER REUSE RCW 90.48.112 requires consideration of reclaimed water in wastewater plans. Although the law does not specifically require implementation of a reclaimed water alternative, it strongly encourages it. RCW 90.46.005 states in part that to the extent that reclaimed water is appropriate for beneficial uses, it should be so used to preserve potable water for drinking purposes. 9.9.1Regulatory Requirements 9-25 CSP OMPREHENSIVE EWER LAN Beneficial use of reclaimed water for irrigation of crops, supplemental stream or wetland flow enhancement, groundwater recharge, toilet and urinal flushing, etc. requires treatment to reclamation and reuse standards, which are more stringent than the conventional secondary standards required for surface water disposal using an outfall. The added treatment facilities required include effluent coagulation, filtration, additional disinfection and more treatment facility redundancy and reliability requirements. The use of reclaimed water is permitted in the State of Washington, and is jointly regulated by the State Departments of Health (Division of Drinking Water); and Department of Ecology. The “State of Washington Reclamation and Reuse Standards”, September, 1997 (Publication #97-23) provides the guidance for acceptable reclaimed water treatment and use. Under all reuse options, the proposal must demonstrate the beneficial uses being made of the reclaimed water.Membrane Bio-reactors (MBRs) are not specifically mentioned in this publication, though it has generally and widely been adopted as an acceptable treatment process meeting reuse standards. The State Reclamation Standards define four levels of treatment requireddepending on the final use of the reclaimed water. Class A reclaimed water is the highest quality and can be utilized for any of the permitted uses. In addition to conventional secondary activated sludge treatment (oxidation and sedimentation), Class A reclaimed water requires coagulation, filtration, and disinfection to less than 2.2 total coliform per 100 ml, which is a very stringent disinfection standard. The MBRtreatment process (with disinfection) will also produce Class A reclaimed water (with added disinfection), because the coagulation occurs within the activated sludge process itself and filtration is provided through the fine pore membranes. Classes B, C, and D reclaimed water do not require filtration, and Class C and D have less stringent disinfection requirements. Use of these classes is generally restricted to irrigation of non-food crops (such as forest land) with restricted public exposure. Because the most logical uses of this reclaimed water involve irrigation of golf courses and public parks, which are subjectto human exposure, treatment to Class A reclaimed water standards is recommended. In addition, the reclaimed water must be reliably generated. Emergency storage or alternative discharge options must be provided for upset conditions. Excess flow will continue to be discharged to Puget Sound. The standards also require automatic alarms, treatment unit redundancy, and qualified operations staffing. 9.9.2 Potential Uses and Demand Whilereuse of reclaimed wastewater treatment plant effluent is becoming more and more common, the demand for year-round reclaimed effluent in the Pacific Northwest is 9-26 CSP OMPREHENSIVE EWER LAN very limited, particularly in a suburban setting. Nevertheless, the Cityhas made accommodations for use of reclaimed water at the WWTP. Inassessing the potential use of Class A reclaimed water, sites were identified for irrigation and/or industrial, commercial and public use. Irrigation can include parks, commercial nurseries, golf courses, and cemeteries. Industrial uses of reclaimed water can include boiler feed, cooling, process water, sewer flushing, and processing plant wash down. There were no industrial sites identified in the City’sservice area. Thus, the main uses of reclaimed water from the WWTP would be irrigation of open access areas. Based on the water use records,the following are the top six users and their annual water usage. Annual Average RankNameCustomer TypeVolume, Daily, gpd MG 1 2 3 4 5 6 Table 9.4 provides a rough estimate of the total potential peak reclaimed water demand from sites in the vicinity (within two miles) of theWWTP. Table 9.4 Potential Application Sites for Reclaimed Water Reclaimed Average Estimated water Peak day Total seasonal Site (irrigable) application demand for Criterionestimated demand for 1 Namequantity rate, (gpd/ac)reclamation quantityreclamation 2 availableaverage/peak (mgd) 2 (mgd) Day 1 gpd/acre = gallons per day per acre. 9-27 CSP OMPREHENSIVE EWER LAN 2 mgd = million gallons per day 3 Irrigable acreage based on field estimation; 25% total acreage = irrigable acreage in parks; 100% total irrigatable acreage in golf course. 4 Total landscape area 5 Number of trucks for average seasonal usage= 2trucks per day, versus 4 trucks for peak day usage The peak day demands for reclaimed water are based on all potential nearby irrigation users. 9.9.3Reclaimed Water Treatment Facilities at WWTP Effluent Quality The effluentproduced by the City’s WWTP would likely require an effluent filiteradded to the last stage of a secondary treatment processand disinfected using a hypochlorite system will meet the bacteriological limit of 200 MPN of fecal coliform per 100 ml of sample based on the Class C reclaimed water standard. This system can be designed within the space constraints at the WWTPs. It is assumed that the reclaimed water will be pumped to off-site irrigation users, such as golf courses and parks and that no on-site storage will beprovided. 9.9.4Reclaimed Water Conveyance and Distribution Conveyance Alternatives Conveyance of reclaimed water by pumping and hauling by tanker trucks are two common practices. The practicality of conveyance using either method depends on the quantity of reclaimed water to be conveyed and the transport distance. Due to the residential location of the plant and the impracticality of hauling reclaimed water, only pumped conveyance via pipeline has been consideredfor irrigational uses. Truck hauling could be considered for other general uses, such as sewer flushing, street washing, dustcontrol, roadside planter watering, etc. Conveyance and Distribution Facilities The conveyance of reclaimed water from the WWTP would require a pump station and xxxx feet of x” diameter force main. 9.9.5Economic Analysis of Reuse A present worth factor of 12.46 based on 5% interest rate and 20-year project life is used for economic analysis. Estimated Capital Cost of Treatment and Conveyance 9-28 CSP OMPREHENSIVE EWER LAN Site work $100,000 Chlorine contact channel modification300,000 Sodium hypochlorite storage and metering pumps100,000 Reclaimed water booster station 300,000 Conveyance 500,000 Distribution200,000 Subtotal $1,500,000 Contingencies @ 40% 600,000 Subtotal $2,100,000 State Sales Tax @ 9.0% 187,000 Total Construction$2,287,000 Engineering @ 12% $274,000 Construction Management @ 7% 160,000 District Administration @ 2% 46,000 Legal @ 1%23,000 Total Capital $2,790,000 Amortized Annual Capital Cost$224,000 Estimated Annual O&M Cost of Treatment and Conveyance Treatment & Conveyance Chemicals $6,000 Electricity 5,000 Equipment maintenance and replacement12,000 Labor15,000 Total Annual O&M Cost $38,000 Total Annual Cost$262,000 Based on anaverage usage of 0.53 mgd, the annual total volume of consumption is 193.5 million gallons or 258,600 ccf. At $2/ccf, the annual of cost of water is $517,000. The saving in using reclaimed water would be $255,000 per year. 9.9.6 Satellite Reclaimed Water System A satellite (scalping) reclaimed water facility could be designed and constructed to produce Class A reclaimed water for irrigational uses. A present worth factor of 12.46 based on 5% interest rate and 20-year project life is used for economic analysis. Estimated Capital Cost of Treatment and Conveyance Land $500,000 9-29 CSP OMPREHENSIVE EWER LAN Site work100,000 MBR plant 3,500,000 Conveyance500,000 Distribution 200,000 Misc100,000 Subtotal $4,900,000 Contingencies @ 40%1,960,000 Subtotal $6,860,000 State Sales Tax @ 9.0% 611,000 Total Construction$7,471,000 Engineering @ 12% 897,000 Construction Management @ 7% 523,000 District Administration @ 2% 149,000 Legal @ 1%75,000 Total Capital $9,115,000 Amortized Annual Capital Cost$732,000 Annual O&M Cost of Treatment and Conveyance Treatment Chemicals $6,000 Electricity44,000 Equipment maintenance/replacement 24,000 Membrane replacement35,000 Diffuser replacement 3,000 Labor60,000 Total$192,000 Conveyance Electricity$4,000 Equipment maintenance/replacement 8,000 Labor7,000 Total$19,000 Total Annual O&M Cost of Treatment and Conveyance $211,000 Total Annual Cost$943,000 Based on anaverage usage of 0.52 mgd, the annual total volume of consumption is 189.8 million gallons or 253,700 ccf. At $2/ccf, the annual of cost of water is $507,400. The subsidy needed to meet the amortization and O&M costs would amount to $436,000 per year. 9-30