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TIS 2026-02-23 Item 1C - Resolutions - Attachment 2: 2024 Comprehensive Sanitary Sewer Plan
CITY OF TUKWILA Comprehensive Sanitary Sewer Plan Update December 2024 / FINAL w-carol ^' CITY OF TUKWILA Comprehensive Sanitary Sewer Plan Update FINAL / December 2024 Digitally signed by Aurelie A. Nabonnand Date: 2025.09. 13:11:27-07'00' TABLE OF CONTENTS DECEMBER 2024 / FINAL / CAROLLO Contents EXECUTIVE SUMMARY ES.1 Introduction ES-1 ES.1.1 Sewer Service Area ES-1 ES.2 Flow Monitoring ES-3 ES.3 Flow Projections ES-5 ES.4 Existing System ES-5 ES.5 Conveyance System Analysis ES-7 ES.5.1 Gravity Collection System Evaluation ES-7 ES.5.2 Lift Station and Force Main Evaluation ES-7 ES.5.3 Recommended Improvements ES-7 ES.6 Operations and Maintenance ES-10 ES.7 Capital Improvement Plan ES-10 CHAPTER 1 - INTRODUCTION 1.1 Purpose 1.2 Authorization 1.3 Objectives 1.4 Location 1.5 History 1.6 Ownership and Management 1.7 Inventory of Related Studies 1.8 Policies and Criteria 1.8.1 Service Policies 1.8.2 General Design Criteria 1.8.3 Pipeline Design Criteria 1.8.4 Manhole Design Criteria 1.8.5 Lift Station and Force Main Design Criteria 1.8.6 Financial Policies 1.9 Approval Process 1.10 Acknowledgements CHAPTER 2 - FLOW MONITORING 2.1 Introduction 2.2 Flow Monitoring Program Description 2.2.1 Flow Monitoring Sites 2.2.2 Rain Gauge 2.3 Flow Definitions 2.3.1 Average Dry Weather Flow 2.3.2 Wet Weather Flow 2-1 2-1 2-1 2-3 2-3 2-3 2-3 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE pw://Carollo/ClientNVA/Tukwila/11866B00/Deliverables/Sanitary Sewer Planl_FrontEnd 2.4 Flow Monitoring Results 2.4.1 Dry Weather Flow Data 2.4.2 Rainfall Data 2.4.3 Wet Weather Flows CHAPTER 3 - FLOW PROJECTIONS 3.1 Introduction 3.2 Land Use 3.3 Existing Dry Weather Flows 3.3.1 Metered Average Dry Weather Flow 3.3.2 Large Wastewater Customers 3.3.3 Planning Wastewater Flow Factors 3.4 Projected Dry Weather Flows 3.4.1 Land Use Based Projections 3.4.2 Large Consumer Projections 3.5 Dry Weather Flows Summary 3.6 Existing Wet Weather Flows 3.7 Projected Wet Weather Flows 3.7.1 Design Storm 3.7.2 RDII Assumptions for Future Service Areas 3.7.3 Existing and Projected Peak Wet Weather Flows 3.8 Summary CHAPTER 4 - EXISTING SYSTEM 4.1 Introduction 4.2 Existing Sewers 4.3 Lift Stations 4.4 King County WTD Facilities and City Connections 4.5 Drainage Basins 4.5.1 Drainage Basin No. 1 4.5.2 Drainage Basin No. 2/18 4.5.3 Drainage Basin No. 3 4.5.4 Drainage Basin No. 4 4.5.5 Drainage Basin No. 5 4.5.6 Drainage Basin No. 6 4.5.7 Drainage Basin No. 7 4.5.8 Drainage Basin No. 8 4.5.9 Drainage Basin No. 9 4.5.10 Drainage Basin No. 10 4.5.11 Drainage Basin No. 11 4.5.12 Drainage Basin No. 12 4.5.13 Drainage Basin No. 13 4.5.14 Drainage Basin No. 14 4.5.15 Drainage Basin No. 15 TABLE OF CONTENTS DECEMBER 2024 / FINAL / CAROLLO 2-5 2-5 2-7 2-8 3-1 3-1 3-2 3-2 3-2 3-6 3-10 3-10 3-11 3-11 3-13 3-13 3-13 3-14 3-14 3-15 4-1 4-1 4-1 4-6 4-6 4-9 4-9 4-9 4-9 4-10 4-10 4-10 4-10 4-10 4-10 4-11 4-11 4-11 4-12 4-12 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE TABLE OF CONTENTS DECEMBER 2024 / FINAL / CAROLLO 4.5.16 Drainage Basin No. 16 4.5.17 Drainage Basin No. 20 4.5.18 Drainage Basin No. 22 4.5.19 Drainage Basins Nos. 23 and 24 4.6 Existing Domestic or Industrial Wastewater Treatment Facilities 4.7 Reclaimed Water CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS 5.1 Introduction 5.2 Design and Performance Standards 5.2.1 Conveyance System 5.2.2 Lift Stations and Force Mains 5.3 Gravity Collection System Evaluation 5.3.1 Key Causes of Deficiencies 5.3.2 Existing System Potential Deficiencies 5.3.3 10-Year System Potential Deficiencies 5.3.4 Build -out System Potential Deficiencies 5.3.5 Potential Deficient Area Details 5.4 Lift Station and Force Main Evaluation 5.5 Inflow and Infiltration Evaluation 5.6 Recommended Collection System Improvements 5.6.1 Improvement Assumptions 5.6.2 Recommended System Improvements 5.7 1-405 Crossing Decommission Alternatives Analysis CHAPTER 6 - OPERATIONS AND MAINTENANCE 6.1 Introduction 6.2 Responsibility, Authority, and Organization Structure 6.2.1 Mission Statement 6.2.2 Department Organization 6.2.3 Tasks and Responsibilities 6.2.4 Communications System 6.3 Certification, Education, and Training 6.4 System Operation 6.4.1 Administrative Duties 6.4.2 Emergency Operations 6.4.3 Tools and Equipment Cleaning 6.4.4 Staff Meetings, Conferences and Training 6.5 System Maintenance 6.5.1 Inspections, Preventive Maintenance, Repairs and Replacement 6.5.2 Lift Station Maintenance 6.5.3 Manhole Maintenance 6.5.4 Utility Locating Service 4-12 4-12 4-12 4-12 4-13 4-13 5-1 5-1 5-1 5-2 5-3 5-3 5-3 5-3 5-3 5-6 5-11 5-12 5-16 5-16 5-17 5-19 6-1 6-1 6-1 6-1 6-1 6-3 6-4 6-4 6-4 6-4 6-6 6-6 6-6 6-6 6-7 6-7 6-7 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE Hi 6.5.5 Video Inspection 6.5.6 Root Cutting 6.5.7 Grease Removal 6.5.8 Hydraulic Line Cleaning 6.5.9 Repair Sewers and Clear Plugs 6.6 Emergency Response Program 6.7 Department Coordination 6.8 Records Documents 6.8.1 Record Documentation 6.8.2 Telemetry 6.8.3 Asset Management 6.9 Future Operations and Maintenance Needs CHAPTER 7 - CAPITAL IMPROVEMENT PLAN 7.1 Introduction 7.1.1 CIP Project Categories 7.1.2 CIP Phasing 7.2 Cost Estimating Assumptions 7.2.1 Cost Estimate Level 7.2.2 Baseline Unit Cost 7.2.3 Construction Contingency 7.2.4 Additional Costs 7.2.5 Total Capital Improvement Costs 7.3 Recommended CIP Projects 7.3.1 7.3.2 7.3.3 Lift Station Projects Pipeline Projects General Projects 7.4 CIP Summary 7.5 Financial Analysis 7.5.1 Sewer Capital Improvements 7.5.2 Financial Forecast TABLE OF CONTENTS DECEMBER 2024 / FINAL / CAROLLO 6-7 6-8 6-8 6-8 6-9 6-9 6-9 6-9 6-10 6-10 6-11 6-11 7-1 7-1 7-1 7-1 7-1 7-2 7-3 7-3 7-3 7-4 7-4 7-4 7-6 7-9 7-10 7-10 7-10 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE iv TABLE OF CONTENTS DECEMBER 2024 / FINAL / CAROLLO Appendices APPENDIX A SEPA CHECKLIST AND DETERMINATION OF NON -SIGNIFICANCE (DNS) APPENDIX B AGENCY/ADJACENT PURVEYOR COMMENTS AND APPROVAL APPENDIX C ADOPTING RESOLUTION AND ORDINANCE APPENDIX D ADS FLOW MONITORING REPORT APPENDIX E FLOW MONITORING BASINS DIURNAL PATTERNS APPENDIX F FLOW FACTORS DEVELOPMENT APPENDIX G INTERLOCAL AGREEMENTS APPENDIX H TUKWILA'S SYSTEM MAP APPENDIX I HYDRAULIC MODEL DEVELOPMENT TM APPENDIX J DETAILED COSTS APPENDIX K CIP SHEETS APPENDIX L WATER RECLAMATION CHECKLIST APPENDIX M IMPACT OF HB 1110 Tables Table ES.1 Flow Projection Summary Table ES.2 Recommended Pipe Capacity Projects Table ES.3 Capital Improvement Plan Table 1.1 Service Policies Table 1.2 General Design Criteria Table 1.3 Pipeline Design Criteria Table 1.4 Manhole Design Criteria Table 1.5 Lift Station and Force Main Design Criteria Table 1.6 Financial Policies Table 1.7 WAC 173-240-050 Sewer Plan Requirements Table 2.1 Flow Monitoring Sites Table 2.2 ADWF by Basin Table 2.3 Storm Events Summary Table 3.1 Existing ADWF in Flow Monitoring Basins Table 3.2 Large Wastewater Producer Flows Table 3.3 Existing ADWF in Flow Monitoring Basins Table 3.4 Existing Flow Factor Summary Table 3.5 Measured and Estimated ADWF by Flow Monitoring Basin Table 3.6 Future Flow Factors Table 3.7 Large Wastewater Customer Future Flow Projections Table 3.8 ADWF Projection Summary Table 3.9 Flow Projection Summary by Flow Monitoring Basin Table 3.10 Flow Projection Summary ES-5 ES-8 ES-10 1-8 1-9 1-10 1-12 1-13 1-15 1-17 2-1 2-6 2-8 3-2 3-6 3-8 3-8 3-9 3-10 3-11 3-12 3-15 3-15 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE Table 4.1 Table 4.2 Table 4.3 Table 4.4 Table 5.1 Table 5.2 Table 5.3 Table 5.4 Table 6.1 Table 7.1 Table 7.2 Table 7.3 Table 7.4 Table 7.5 Table 7.6 Table 7.7 Figures Figure ES.1 Figure ES.2 Figure ES.3 Figure ES.4 Figure ES.5 Figure 1.1 Figure 1.2 Figure 2.1 Figure 2.2 Figure 2.3 Figure 2.4 Figure 2.5 Figure 2.6 Figure 2.7 Figure 2.8 Figure 2.9 Figure 2.10 Figure 3.1 Figure 3.2 Figure 3.3 Figure 3.4 Figure 4.1 Figure 4.2 Figure 4.3 TABLE OF CONTENTS DECEMBER 2024 / FINAL / CAROLLO Existing Pipe Lengths by Diameter and Material Lift Stations Drainage Basins Domestic or Industrial Wastewater Treatment Facilities Lift Station Evaluation Force Main Evaluation Existing I/1 Parameters - Design Storm Recommended Pipe Capacity Projects Sewer Utility Personnel Certification Pipeline Construction Unit Costs Summary of Project Costs for Recommended Lift Station Projects Summary of Project Costs for Recommended Pipeline Projects Summary of Costs for Recommended General Projects Capital Improvement Plan 10-Year Capital Improvement Plan Summary (unescalated) Summary Sewer Financial Forecast Sewer Service Area Flow Monitoring Basins and Locations Existing Wastewater System System Capacity Deficiencies Recommended CIP Projects Vicinity Map Tukwila Neighborhoods Flow Monitoring Basins and Locations Typical Wastewater Flow Components Typical Inflow and Infiltration Sources Flow Monitoring Basin 4 Diurnal Curve Rainfall Data and Storm Identification Cumulative Rainfall Basin 5 Wet Weather Flows January 2021 d/D Ratio for Selected Storm Events Peaking Factor for Selected Storm Events Peak I/1 Rates for Selected Storm Events Flow Existing Land Use Future Land Use Large Wastewater Customers Historical 5 Year Design Storm Existing Wastewater System Collection System Schematic Topography and Gravity Main Flow Direction 4-4 4-5 4-7 4-14 5-11 5-12 5-13 5-17 6-4 7-3 7-4 7-5 7-6 7-9 7-10 7-11 ES-2 ES-4 ES-6 ES-9 ES-11 1-3 1-5 2-2 2-4 2-5 2-7 2-7 2-8 2-9 2-10 2-11 2-12 3-3 3-4 3-5 3-14 4-2 4-3 4-8 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE vu Figure 5.1 Figure 5.2 Figure 5.3 Figure 5.4 Figure 5.5 Figure 5.6 Figure 5.7 Figure 5.8 Figure 5.9 Figure 5.10 Figure 5.11 Figure 5.12 Figure 5.13 Figure 5.14 Figure 5.15 Figure 5.16 Figure 5.17 Figure 6.1 Figure 7.1 Figure 7.2 Figure 7.3 Figure 7.4 Design and Performance HGL Criteria Existing System Capacity Deficiencies Existing System Capacity Deficiencies Area 1 Maximum HGL Profile Area 2 Maximum HGL Profile Area 3 Maximum HGL Profile Area 4 Maximum HGL Profile Area 5 Maximum HGL Profile Area 6 Maximum HGL Profile Area 7 Maximum HGL Profile Area 8 Maximum HGL Profile Peak I/1 Rates per Flow Monitoring Basin Peaking Factors per Flow Monitoring Basin Recommended System Improvements 1-405 Re -Routing Options Option 3 Proposed Profile Option 4 Proposed Profile Organizational Chart Lift Station Cost Curve Recommended CIP Projects Short -Term and Medium -Term Annual CIP Costs 10-Year Sewer Financial Forecast TABLE OF CONTENTS DECEMBER 2024 / FINAL / CAROLLO 5-2 5-4 5-5 5-6 5-7 5-7 5-8 5-9 5-9 5-10 5-11 5-14 5-15 5-18 5-20 5-20 5-20 6-2 7-2 7-8 7-9 7-12 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE vii ABBREVIATIONS DECEMBER 2024 / FINAL / CAROLLO Abbreviations ADS ADS Environmental Services ADWF average dry weather flow Ave avenue BI baseline infiltration BWP base wastewater production Carollo Carollo Engineers, Inc. CBD Central Business District CCTV closed-circuit television cfs cubic feet per second CIP Capital Improvement Plan City City of Tukwila d/D depth to diameter ratio DNS determination of non -significance DOH Washington State Department of Health DWF dry weather flow Ecology Washington State Department of Ecology ELA engineering, legal, and administrative ENR CCI Engineering News -Record Construction Cost Index FM flow monitoring FOG fat, oil, and grease ft/s feet per second ft2 square feet FTE full-time equivalent GIS geographic information system gpd gallons per day gpd/ac gallons per day per acre gpm gallons per minute GWI groundwater infiltration HGL Hydraulic grade line hp horse power 1-405 Interstate 405 1-5 Interstate 5 ID identification in/hr inches per hour kW kilowatt LF linear feet LS lift station CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE viii ABBREVIATIONS DECEMBER 2024 / FINAL / CAROLLO mgd million gallons per day MH manhole N/A not applicable NOAA National Oceanic and Atmospheric Administration NRCS Natural Resources Conservation Service O&M operation and maintenance Plan Comprehensive Sanitary Sewer Plan Update PSE Puget Sound Energy PSRC Puget Sound Regional Council PVC polyvinyl chloride PWWF peak wet weather flow RCW Revised Code of Washington RDII rainfall dependent inflow and infiltration ROW right-of-way RTU remote telemetry units SCADA supervisory control and data acquisition SCS Soil Conservation Service SEPA State Environmental Protection Act SPU Seattle Public Utilities SR State Route SS sanitary sewer SWD Solid Waste Division THD total hydraulic head WAC State of Washington Administrative Code WTD Wastewater Treatment Division WWF wet weather flow CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE ix EXECUTIVE SUMMARY DECEMBER 2024 / FINAL / CAROLLO EXECUTIVE SUMMARY ES.1 Introduction The City of Tukwila (City) is located in the central Puget Sound region, 12 miles south of the City of Seattle, 17 miles north of the City of Tacoma, and directly east of the Seattle -Tacoma International Airport. The City collects wastewater from the residential, commercial, institutional, and industrial dischargers within the service area and has an agreement with King County Wastewater Treatment Division (WTD) for conveyance and treatment of its collected wastewater. The City's wastewater collection infrastructure includes over 38.5 miles of pipelines ranging in diameter from 4 to 24 inches, and 10 lift stations (LS). The primary goal of the City of Tukwila's Comprehensive Sanitary Sewer Plan Update (Plan) is to develop a clear and logical path to manage the collection system. The plan covers the next 20-year timeframe to maintain the system and to accommodate projected growth in the sewer service area. Key elements addressed in the Plan include: Develop a basis for planning for the overall system by establishing the service area goals and policies. • Develop a demographic analysis summarizing the population, employment, and land use projections for the City. • Develop a flow monitoring program to characterize existing system flows and calibrate a hydraulic model for the City. • Develop accurate flow projections for the sanitary system to forecast future expansion needs. Describe and inventory the City's wastewater collection system. Assess the existing system's ability to meet the needs of the existing and forecasted population in the City's sewer service area through a system analysis. Summarize the system improvements identified through the system analysis. • Develop the recommended Capital Improvement Plan (CIP) for the City. • Develop a funding strategy that will provide financial strength and viability of the City to implement the schedule of capital improvements. • Support the City with the State Environmental Protection Act (SEPA) process. ES.1.1 Sewer Service Area A map of sewer service area through the planning period is presented in Figure ES.1. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE ES-1 0 Last Revised: December 23, 2024 ow:1110-PW INT.Carollo.l EXECUTIVE SUMMARY DECEMBER 2024 / FINAL / CAROLLO 11, Manufacturing Industrial Center S 146TH ST O ` p� c ■ • m� , Ryan I �` Hill Riverton • ' V\ I j Allentown � aP 1 —J Foster or e4. l I O• 1 4TH ST __ I • i I I i I 5ABTH ST tL_ I _I Tukwila.Hill Sr n Thorndyke 0,-741 l I z S 188TH ST h I S 200TH ST Segale Centra Business District /SUNSETBL Legend Roadways Tukwila City Boundary Tukwila Sewer Service Area Water Body Parcels Feet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. 111/111111 Figure ES.1 Sewer Service Area CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE EXECUTIVE SUMMARY DECEMBER 2024 / FINAL / CAROLLO ES.2 Flow Monitoring A temporary flow monitoring program was developed to characterize existing dry and wet weather flows for select portions of the City's sanitary sewer system. Measured flows were analyzed for use in subsequent hydraulic model calibration efforts and for preliminary characterization of inflow and infiltration (I/1) within the monitored portions of the system. The temporary flow monitoring program collected data for a period of approximately 90 days between November 12, 2020, and February 9, 2021.The City of Tukwila Temporary Flow Monitoring November 2020 - February 2021 report prepared by ADS Environmental Services (ADS) summarizes the flow monitoring program. A copy of the report is included in Appendix D. Seven flow monitoring sites were identified for the flow monitoring program. Flow monitoring sites were selected to monitor portions of the system to the north and south of Interstate 405 (I 405). Figure ES.2 shows the flow monitoring sites and the associated flow monitoring basins within the City's overall system. Average dry weather flow (ADWF) was developed using dry weather conditions from the flow monitoring period. Rainfall data was used to identify five significant rainfall events and evaluate rainfall response at each of the flow monitoring locations. Flow monitoring data was evaluated for each of the five storm events identified in Chapter 2 to observe collection system response to wet weather events. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE ES-3 EXECUTIVE SUMMARY DECEMBER 2024 / FINAL / CAROLLO 112TH S ■ 1 �II�o r Pk 1 i'i1IIL i 0 �.•. ,S 136TH ST �1� S 140TH ST , t S 146TH ST umminaniam ENEMILIE MAW 0 FU 3 Figure ES.2 Flow Monitoring Basins and Locations CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE Cornm`ercial Center Lift.Station-(No. 9 Allentown Lift Station (No. 10) Basin 6 I% TH ST S 43RD ST ♦aRI: ♦ w ♦ a • e ♦♦ n Sift Station ♦• • :No. ♦ N Lift Station r w No. 11• ♦♦ S 190TH 5 a y • z ♦ • ry • • k in ii • • • ♦ • ♦ � • ...._- Tukwila Gravity Sewer Pipelines by Diameter Flow Monitoring Basin 3 Flow Monitoring Basin 4 Flow Monitoring Basin 5 Flow Monitoring Basin 6 Flow Monitoring Basin 7 Feet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. EXECUTIVE SUMMARY DECEMBER 2024 / FINAL / CAROLLO ES.3 Flow Projections Existing average dry weather flows developed from the flow monitoring program, described in Chapter 2, were used to determine flow factors for the City's existing land uses in each flow monitoring basin. The flow factors were utilized to develop existing, 10-year, and build -out dry weather flows for use in hydraulic modeling efforts. Accurate estimates of the future quantity of wastewater generated are critical in maintaining and sizing sewer system facilities. Table ES.1 presents the total projected ADWF and peak wet weather flow (PWWF) for the three planning periods for the modeled system and whole collection system. Modeled system peak flows were estimated as the peak hourly rate during the design storm. The January 1 to January 4, 2021 storm event distribution was used as the basis for the City's custom design storm. The 2.5-inch National Oceanic and Atmospheric Administration (NOAA) 5-year, 24-hour design volume was applied to the City's custom design distribution to produce the custom design storm. The peaking factor, a ratio of PWWF to ADWF, was used to calculate the PWWF for the total system, which includes areas outside of the model. Table ES.1 Flow Projection Summary Planning Year ADWF (mgd) PWWF (mgd) Peaking Factor Existing Modeled System Existing Total System 10-Year Modeled System 10-Year Total System Build -Out Modeled System Build -Out Existing Total System 1.74 2.50 2.02 2.99 2.54 4.17 9.08 13.08 9.94 14.71 12.43 20.42 5.2 5.2 4.9 4.9 4.9 4.9 ES.4 Existing System The sewer system within the City's sewer service area is owned, maintained, and operated by the City. The system is divided into 20 drainage basins, with 196,355 feet of gravity pipe, 10 lift stations with 22 total pumps, and 5,064 feet of force main. The City maintains a total of 25 connections with King County WTD trunk lines. Wastewater from the City is conveyed to King County trunk lines to ultimately be treated at King County's South Wastewater Treatment Plant (WWTP). The City also discharges to the Seattle Public Utilities (SPU) collection system where flow is routed to the King County system. The existing sewer system, including the pipelines, LSs, King County connections, and drainage basins are presented in Figure ES.3 and Appendix H. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE ES-5 Commercial Center Lift Station (No. 9), S 136TH ST 5142VD ST 5 146TH ST S 156TH WAY S 148TH ST S 173D 5 188TH ST S 200TH ST ENDERSO 172ND ST 5TH ST • Foster Point♦ Lift Station (No. 8) 8) \ • Interurban' S (King County) ♦ ♦ Lift Station No. 12 12 Lift Station LNQ._2 S /SUNSETBL fro Lift Station No. 3 -4, 518, 1 ii yS 4RDST 3 it ♦ Sq { Lift Station � a.�,� �No.4 ° Lift Stott n•1"" .♦.•!,M W dei / No 11.,�i S 190TH 5' 1J SST - koy' >_ 0 o I S16THST L o gl0FA 5 204TH ST S 212TH ST EXECUTIVE SUMMARY DECEMBER 2024 / FINAL / CAROLLO Roadways Tukwila City Boundary Tukwila Sewer Service Area Water Body Connection to SPU Connections to King County King County South Treatment Plant King County Lift Station King County Sewer Main Tukwila Lift Station • • Tukwila Force Mains Tukwila Gravity Sewer Pipelines by Diameter 6" or Less 8" 10" or Greater Unknown Diameter Drainage Basin 3 4 5 6 7 8 9 10 11 12 13 14 15 16 20 22 23 24 2/18 Feet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. SW 34TH ST Zrj SW 41ST ST 5 208 H ST Figure ES.3 Existing Sewer System CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE EXECUTIVE SUMMARY DECEMBER 2024 / FINAL / CAROLLO ES.5 Conveyance System Analysis A system analysis was conducted for the City's pumping and wastewater gravity collection systems. The analysis identified existing condition issues and capacity deficiencies associated with current and projected future use and recommend improvements to alleviate any identified concerns. The collection system was evaluated for the three planning scenarios: Existing. 10-Year. Build -out. For the conveyance system, the design criteria and performance criteria are outlined below: Performance Criteria: During PWWF for the design storm, water levels should not surcharge (maximum depth to diameter flow ratio [d/D] of 1.0). Pipes and manholes that surcharged and exceeded a d/D of 1 are considered deficient. Design Criteria: Sewers shall be designed to flow at a maximum d/D of 0.8 at peak flow rates for both existing and build -out conditions. The City's lift stations should have sufficient firm capacity to pump the PWWF during the design storm. The maximum force main pipe velocity should be below 8 feet per second (ft/s) during PWWF for the design storm. The design of new force mains should keep the minimum velocity above 2 ft/s to minimize settling. ES.5.1 Gravity Collection System Evaluation For each planning scenario, the PWWF was routed through the hydraulic model. The peak hydraulic grade line in manholes and gravity pipelines was compared to the established performance criteria. In general, the modeled collection system has sufficient capacity to convey existing flows during the design storm. The existing deficiencies are relatively minor, and their locations are identified with red in Figure ES.4. ES.5.2 Lift Station and Force Main Evaluation The City's hydraulic model includes six lift stations out of the 10 lift stations located in the collection system. The estimated current and future PWWFs were compared to the six lift station firm capacities. All stations had adequate capacity, and none were deemed deficient. The maximum modeled velocity in each of the lift stations force mains was below 8 ft/s. Therefore, no force mains were deemed deficient. ES.5.3 Recommended Improvements When an increase in capacity is required, existing sewers can be upsized to a larger diameter pipe, or parallel or relief sewers can be constructed. Table ES.2 summarizes the recommended improvement project details. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE ES-7 EXECUTIVE SUMMARY DECEMBER 2024 / FINAL / CAROLLO Table ES.2 Recommended Pipe Capacity Projects Project ID Improvement Type Description Basin ID Existing Size (inch) Proposed Size (inch) Length (feet) Phase Reasoning P-1 Gravity Upsizing along NW Fargo St between NW 23rd and NW 19th Ave 22 8 12 44 Long -Term System Surcharging P-2 Gravity Upsizing near Division St 22 8 12 298 Long -Term System between NW 18th and NW 11th Ave G-1 General Programmatic surveying of adverse sloped pipes in City GIS All N/A N/A N/A Short -Term Surcharging System Surcharging Notes: ID - identification; N/A - not applicable. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE ES-8 EXECUTIVE SUMMARY DECEMBER 2024 / FINAL / CAROLLO ■ .i 1 IPA WIEN M. FM Stip .1 2. S 136TH ST _ 0 z N S142\IDST S 146TH ST S 156TH WAY �r co ,—I 5 188TH ST S 200TH ST i;\ I II l l IS 148TH ST goy W N 15 0 z S 92ND Nfal v 1 Jill irma lira! VHST •5 S 166TH ST JAI I� J[ TH ST II S 173fD -„II•ELES 1 1 I I I ii ,1 MEM 1 I .m 1 I� S ENDERSO fik 1 { I11 nnnnnn EING Commercial Center &" o Lift) Station (No. 9) � / Legend MF km.ank ■,lit 1 Rum pAyN, i F,p Area 2 Allentown Lift `/ Staff (No. 10) SI L Area 172ND ST • 5TH ST NMI 00 &gab lordad g Foster Point:,�• .� Lift St (No. • V- o 4 I� st`� n A No. 6� 5 GR O Lift "• RpO� a 4 static ; 5`N No 5 i Soh Roadways Tukwila City Boundary Tukwila Sewer Service Area Water Body O Deficient Manhole Surcharged Pipeline Unsurcharged Pipeline ▪ Lift Station Force Main Feet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer. Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Elk 3 z 01 m z • • • • • • • ro A z St4. ation `: � 8) Interurb�'�S (King County) _ Vto of � i SW 7TH ST ••�Cift �o Station No. 12 Lift Station No. 2 MINKLER Lift Station No.11yb. u7 w S 190TH Sj SwSUNSETBLVo s. LVD 1 • 1 l • Lift > w Station I N�o.+3 > • H ■ • • t Area 8 H SR tt • • j1 2 .Ir 160rH >T Q SW 27TH ST v/i■ SW 34TH ST 0 w 0 0 C w w 1 ass 111 SW 41ST ST Lift Stal on No. 4 5 w 0 Z N 0 z S 204TH ST Q _ I� S1 w _ 0 c0 6TH ST 5 208 H ST J n Figure ES.4 Build -out System Capacity Deficiencies CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE S 212TH ST EXECUTIVE SUMMARY DECEMBER 2024 / FINAL / CAROLLO ES.6 Operations and Maintenance Chapter 6 provides an overview of the City's Sanitary Sewer Utility organization and operational procedures. The purpose of this documentation is to identify areas where improvements or changes could enhance existing system operation. The Public Works Department sewer operations and maintenance staff appear to possess or be able to access all of the equipment and supplies required to adequately perform the responsibilities assigned. However, the lack of sufficient labor to adequately address the many responsibilities of sewer operations and maintenance was a recurring issue during past years. Based on the analysis of the adequacy of existing staffing levels in Sewer Operations and Maintenance work programs, the City determined that an additional two full time employees (FTE) would be required for sewer maintenance and operations activities. A portion of additional staff time would be devoted to implementing a grease interceptor inspection program. ES.7 Capital Improvement Plan The purpose of this CIP is to provide the City with a guideline for planning and budgeting of its wastewater system. Planning -level cost estimates were developed for each of the recommended projects in 2021 dollars and are based on an Engineering News -Record Construction Cost Index (ENR CCI) 20-city average of 12,112 (June 2021). To estimate the construction costs, the following mark-ups were applied to the direct costs: 30 percent for contingency, 10 percent for general conditions, 15 percent for contractor overhead and profit, and 20 percent for engineering, legal, and administrative fees. Design and construction for all projects was assumed to occur within 1 year except when noted. Table ES.3 and Figure ES.5 provide a summary of the recommended CIP. Additional details on the CIP are provided in Chapter 7 and Appendices J and K. Table ES.3 Capital Improvement Plan ID Short -Term Medium -Term Long -Term Lift Station Projects LS-1 LS-2 $1,200,000 Pipeline Projects P-1 P-2 P-3a General Projects G-1 G-2 G-3 G-4 G-5 Total $4,000,000 $1,200,000 $7,500,000 $30,000 $30,000 $190,000 $4,000,000 $4,000,000 $8,000,000 $4,000,000 $8,000,000 $150,000 $200,000 $200,000 $ 10,200,000 $ 21,080,000 $ 16,420,000 $4,000,000 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE ES-10 -,ilh■liifl OSTll111111 • apprilititMI �T v) a kr'I Nimardmo -II olio %`� S ENDERSO 1. ST s y� igl I 1 3HUJ1 ` � • STI 'LJI ■ • '` j ;S • • • iN Commation Center .9) Gr. Lift Station (No. 9) LIMA S 140TH ST S 136TH ST — S 144TH ST S 146TH ST S 156TH WAY ♦ 5 148TH ST S 168TH ST I I S 170nIH ST 172ND ST I I 5 175TH ST 5 188TH ST S 200TH ST S17 S BANG ��— Allentown(NLift f��'�Ij�l_- Stati o.10) • �% I2gp ti • ','♦•OO • •�C Foster Point* � k - Lift Station Q • 4? (No.8) k • c, is .•,• 14. c '`Lift Station No. � II, Lift## • Statid No.5 • 124 N S 128T Lift Station No. 12 Lift Station No. 2 MINKLER !, 5199TH PL OA S 212TH ST EXECUTIVE SUMMARY DECEMBER 2024 / FINAL / CAROLLO Legend Roadways Tukwila City Boundary Tukwila Sewer Service Area Water Body Recommended Lift Station Projects Recommended System Improvements P-1 P-2 P-3 Recommended Surveying (G-1) Other Lift Stations Force Mains Gravity Pipelines 1=1Feet 0 1,500 3,000 Data Sources: City of Tukwila,. King County GIS, ESRI Disclaimer. Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. SV1 16frH 1, 7-- SW 27TH ST SW 41ST ST 5 1:2ND ST to 5 208 H ST Figure ES.5 Recommended CIP Projects CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO CHAPTER 1 INTRODUCTION 1.1 Purpose The Comprehensive Sanitary Sewer Plan Update (Plan) documents the status and analysis of the future needs of the sanitary sewer system. The Plan will be used as a guide to plan for maintenance and improvements to the system in the next 20 years to provide the City of Tukwila (City) with an effective, safe, and reliable sewer system. This Plan is inspired by the need to provide constant evaluation of the City's sewer system and operating policies to meet the needs of the customers and to ensure compatibility with the City and County's comprehensive plans. This updated plan is prepared in conformance with Chapter 173-240 of the State of Washington Administrative Code (WAC). A well -developed Plan will be a living document and tool that the City staff can use to anticipate the capacity, the timing, and the cost of improvements necessary to address system aging and accommodate growth. An integrated plan will provide staff with the tools to quickly and knowledgeably answer questions from the Council and the public about the costs of growth and how to pay for it. The evaluation of the existing sanitary sewer system results in recommendations to mitigate existing deficiencies and concerns and accommodate growth. The improvements identified in this Plan are based on the requirements of the Washington State Department of Ecology (Ecology), Washington State Department of Health (DOH), King County Comprehensive Plan, City Design Standards, and City Comprehensive Plan. 1.2 Authorization Recognizing the importance of planning, developing, and financing sanitary system facilities to provide reliable service for the existing customers and to serve anticipated growth, the City initiated the preparation of this Plan. In 2020, the City selected the Carollo Engineers (Carollo) team to prepare the updated Plan in accordance with applicable rules and regulations governing planning for sanitary sewer utility systems. 1.3 Objectives This Plan has been prepared to serve as a guide for planning and designing future sanitary system facilities and to assist the City in using its existing system in the most efficient manner possible. Identified in this Plan are system improvements intended to meet the expanding and changing needs of the City. Specific objectives of this Plan are addressed by individual chapters presented herein and include the following: Develop a basis for planning for the overall system plan by establishing the service area goals and policies and by identifying the existing and future study area boundary (Chapters 1, 2, and 4). Develop a demographic analysis summarizing the population, employment, and land use projections for the City (Chapter 2 - Flow Monitoring). CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1 -1 CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO Develop accurate flow projections for the sanitary system to forecast future expansion needs (Chapter 3 - Flow Projections). Describe and inventory the City's wastewater collection system (Chapter 4 - Existing System, and Chapter 6 - Operations and Maintenance). Assess the existing system's ability to meet the needs of the existing and forecasted population in the City's sewer service area (Chapter 5 - System Analysis). • Summarize the system improvements identified through the system analysis (Chapter 5 - System Analysis, and Chapter 7 - Capital Improvement Plan). • Develop the recommended capital improvement program (CIP) for the City (Chapter 7 - Capital Improvement Plan). • Develop a funding strategy that will provide financial strength and viability of the City to implement the schedule of capital improvements (Chapter 7 - Financial). • Support the City with the State Environmental Policy Act (SEPA) process - Appendix A. 1.4 Location The City encompasses over 38.5 miles of sewer pipelines and is located in the central Puget Sound region, 12 miles south of the City of Seattle, 17 miles north of the City of Tacoma, and directly east of the Seattle -Tacoma International Airport. Figure 1.1 shows the vicinity map for the City. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-2 CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO PouJsbo Port Orchard Kitsap County Pierce County Bainbridge Island Woodway.. —_ Brims e, r Edmonds Lake Bothell Shoreline Forest Woodinville Park Kenmore Seattle Burien Kirkland Redmond Hunts Point Yarrow Point`\ Clyde Hill Medina Duvall Bellevue Sammamish Beaux Arts Village Mercer Island Tukwil SeaTac Normandy Park Des Moines Newcastle Renton Covington Gig Harbor Ruston Auburn Alygona Pacific Tacoma Milton' , Bonney Lake University Fife Edgewood Sumner Place Fircrest i Figure 1.1 Vicinity Map CITY OF TUKWILA COMPREHENSIVE SANITARY PLAN UPDATE Issaquah Maple Valley Black Diamond Enumclaw Snohomish County King County Carnation Snoqualmie North Bend Legend Highways Water bodies _ City of Tukwila Other Cities OCounties m Miles 0 2.75 5.5 Data Sources: ESRI, City of Tukwila, King County GIS, Washington DOT Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. t Tukwila CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO 1.5 History The City of Tukwila was incorporated in 1908 and at that time had an area of 418 acres. By 1959, through a series of major annexations, the City's area had increased to 1,739 acres. By 1988 the area had grown to 2,880 acres, again through annexations. In 1991, another wave of annexations increased the City's area to 5,176 acres. These annexations included the neighborhoods known as Riverton, Foster, Thorndyke, and Cascade View, as well as the area served by Fire District No. 1. At the time of the annexations, sewer service was provided in these areas by several entities - the City of Seattle, Valley View Sewer District, Rainier Vista Sewer District, King County, and the City of Tukwila itself. The location of the Riverton, Foster, Thorndyke, and Cascade View neighborhood areas, and others within the current City boundaries, are shown in Figure 1.2. The annexations brought with them significant population growth. From a population of 800 in 1950, the City grew to a population of 3,160 in 1978 and to 10,793 in 1989. By 1991, this figure had increased to 14,631. The population when the 1999 Addendum was prepared was approximately 15,000 and rose to 17,000 when the plan was updated in 2005. In 1995 and 1996, respectively, the City of Seattle transferred sewer facilities in the East Marginal Way corridor and Ryan Hill service areas to the City. In 1997, the City of Tukwila constructed sewers in the previously unsewered areas of Allentown. The Boeing Field area (part of the Manufacturing Industrial Center, Figure 1.1) was also incorporated into the City's system. Sewer service was extended to Foster Point and some of the Foster neighborhood in 2006. The City annexed the southern Segale area in 2010. Some of the annexed areas that were previously served by other sewer service providers continued to be served through the original providers. Except for increases due to the annexations, Tukwila's growth has closely paralleled that of the adjacent communities of Kent, Renton, and Auburn. The construction of Southcenter Shopping Center and several industrial parks has also affected population increases. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-4 CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO 0 U O 3 5 'I ' 4*. \ fl\ _.._ a �..y�ir�i1 i 1 1\-\ 1, Manufacturing • —� v� 1 i ��� N lk Industrial 1 V --z Center $ .,®. ti \ �i • x . \ ... Ryan / a — — / L r Hill �� �� �• i J • • . R j„ LI ENTpN9 C �_ •� -1- I 1 I I �F • Riverton j Allentown �' u, •� j �O O i i ♦ , `S� I i S 1 128TH i.. .1` T I \J •�' . • \\/ I .Cascade t -J I T iFoster Point % View i �.. -- '; . \- I -- i L I •IF I 4 Q I i SwSUNSET g c .` Foster •♦ / I M 4TH ST r______• w S 1.46TH ST I •• ! I I I I I I S 8TH ST — Tukwila Hill ‘! SRSZB S lsl TI)IJT I I Thorndyke !'- _ �!• III I — i.• 1 v t Ply ce la !— I � i S 16�� T o ����� i 4 �� I Y + CC CC Q ........ ...y a 1 Lu �... .Ly %� _ ++j 42 I \ i I ■a ! >I I _AS 170TH ST • i- a + imli_ ;•1� = Central — \ w n 11 a i5I Business o it -Ff_ • ° District Q — • S 188TH ST 1 1 I S 200TH ST -I r~ S 212TH ST 1 } Legend Roadways .• • Tukwila City Boundary Tukwila Sewer Service Area Water Body Parcels Tukwila Neighborhood Allentown Cascade View Central Business District Foster Foster Point Manufacturing Industrial Center McMicken Riverton Ryan Hill Segale Thorndyke Tukwila Hill Feet 0 1,500 3,000 Data Sources City of Tukwila, King County GIS, ESRI Disclaimer Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. X, Figure 1.2 Tukwila Neighborhoods CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO 1.6 Ownership and Management The City owns their sewer system. The sanitary sewer system is operated and maintained by the Department of Public Works which is managed by the Public Works Director (Director). Contact information for the Public Works Director is presented below: Title: Hari Ponnekanti - Public Works Director Address: 6300 Southcenter Boulevard, Tukwila, WA 98188 Phone: (206) 433-0179 • Water System Emergency contact is the Operations Manager, who can be reached at (206) 433-1800. 1.7 Inventory of Related Studies In preparing this Plan, related studies were reviewed to ensure coordination between this Plan and previous studies. Related plans reviewed and a brief synopsis of each plan follows: ■ City of Tukwila 2015 Sewer System Plan Update: The previous Sewer System Plan provided evaluation needs and recommended improvements to the City's system. The 2015 Plan constitutes the basis for this Plan. Comprehensive Plan, City of Tukwila Planning Department, 2015: The Comprehensive Plan is a broad statement of community goals and policies that direct the orderly and coordinated physical development of a city into the future. It reflects current community goals and needs, anticipates change, and provides specific guidance for future legislative and administrative actions. It reflects the results of citizen involvement, technical analysis, and the judgment of decision makers. The goals, policies, and maps of this Comprehensive Plan provide the guide for designating the use of land, implementing flexible regulations, investing in infrastructure, and developing programs and services. City of Tukwila 2019 Infrastructure Design and Construction Standards: The Infrastructure Design and Construction Standards is intended to ensure consistent design and construction requirements and adherence to the City's comprehensive plans. The standards set the minimum criteria and specifications for construction projects. It also sets the minimum design and construction requirements for utility improvements to be accepted by the City. More stringent design standards may be substituted where special conditions apply. These standards are not a substitute for engineering design. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-6 CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO 1.8 Policies and Criteria The policies governing the City's sewer system are based on the City policies as defined in the City of Tukwila Comprehensive Plan (2015), Sewer System Update (2015), and the Infrastructure Design and Construction Standards (2019). The policies and criteria relevant to the City's sanitary sewer system are summarized below and are organized according to the following categories: Service policies. General design criteria. Pipeline design criteria. Manhole design criteria. Lift station and force main design criteria. ■ Financial policies. 1.8.1 Service Policies Table 1.1 summarizes the City's service policies for the sewer system. The policies and criteria conform with the standards outlined in The Criteria for Sewer Works Design (Orange Book) (Ecology, May 2023) and will be updated in the case of revision of the Orange Book. An update to the Orange Book will not immediately call for an update to this Plan. When this Plan is due for an update, it will comply with the most recent version of the Orange Book. 1.8.2 General Design Criteria Table 1.2 summarizes the City's general design criteria for the sewer system. 1.8.3 Pipeline Design Criteria Table 1.3 summarizes the City's pipeline design criteria for the sewer system. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-7 CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO Table 1.1 Service Policies 1.1 Subject Policies for City Managed Utilities — Service Extension and Level of Service 1.2 Policies for City Managed Utilities — Coordination of Service Providers 1.3 Policies for City Managed Utilities — Concurrency and Implications for Growth 1.1.4 Policies for City Managed Utilities — Environmental Sustainability 1.1.5 Policies for City Managed Utilities — Residential Neighborhood and Sub -Area Vitality 1.1.6 Policies for City Managed Utilities — Sewer Utility 1.1.7 Policies for Non -City Owned Utilities Policy • Ensure that the City utility functional plans and operations meet applicable federal, State, regional and county requirements and regulations to address health and safety requirements, address deficiencies, and assure quality of service. • Require the use of the City's applicable service standards to design and construct all utility service extensions. • Base the extension and sizing of utility system components on applicable design standards and Comprehensive Plan development priorities. • Ensure that new development, redevelopment, and other actions within the City's jurisdiction do not cause significant adverse upstream or downstream impacts on flooding, erosion, and natural resources within and outside of the City's jurisdiction. • Coordinate with service providers for reliable and cost-effective utility services to the public. • Coordinate with other jurisdictions and agencies in planning and implementing utility operations, facility additions and improvements located in or affecting multiple jurisdictions. • Participate in the regulation of all water, sewer, and surface water utility services within the City's eventual boundaries. • Consider annexing water and sewer providers, when requests by or within the Districts occur, or to achieve efficiencies and minimum levels of service for customers of the Districts. • Allow utility service outside City boundaries only when required by adjustments to City limits or to provide temporary service due to emergency. • Establish and maintain franchises and working agreements with sewer and water utilities currently operating within the City limits, to ensure that the level of service provided is consistent with the City's requirements and neighborhood revitalization plans. • Allow special-purpose sewer and water districts to continue to operate and serve the City's residents and businesses, when appropriate. • Schedule and phase utility extensions to occur concurrently with expected growth and development. • Approve development only if adequate utilities are available when a need is created for those facilities, or within a reasonable period as required by State law. • Provide environmentally sound and sustainable operations with cost-effective methods in water, sewer, and surface water management utilities operations. • Make conservation an integral part of the City's utility operations and management. • Promote energy efficiency, conservation methods, and sustainable energy sources in utility operations to support climate change reduction goals. • Design, construct and maintain facilities to minimize impacts on adjacent neighborhoods and businesses. • Serve all existing and potential residences and businesses with a sewer utility • Actively coordinate project implementation with individual utilities, based on Tukwila's Comprehensive Plan and development regulations. • Require new development that uses non -City -owned water and sewer utilities to obtain a letter of service availability as a condition of receiving a Tukwila permit. • Require utilities operating in the right-of-way to obtain a franchise that includes service levels and requirements meeting Comprehensive Plan forecasts and other applicable federal, State and local regulations. • Encourage utilities to consolidate facilities, use existing transportation corridors, and minimize visual impacts of facilities, where technically feasible. • Encourage communication between the City, the Washington Utilities and Transportation Commission, and the utilities regarding cost distribution and rate -setting for existing and proposed facilities and services. Source Comprehensive Plan (2015), Policies 12.1.1-12.1.4 Comprehensive Plan (2015), Policies 12.1.5 —12.1.11 Comprehensive Plan (2015), Policies 12.1.12 —12.1.13 Comprehensive Plan (2015), Policies 12.1.14 —12.1.16 Comprehensive Plan (2015), Policy 12.1.19 Comprehensive Plan (2015), Policy 12.1.22 Comprehensive Plan (2015), Policy 12.1.30 —12.1.34 Note, the City's land use regulations do not discourage or prohibit on -site septic systems within the sewer service area. However, if any part of the septic system is more than 250 feet from an existing main, County approval is required. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-8 CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO Table 1.2 General Design Criteria 1.2.1 1.2.2 1.2.3 1.2.4 1.2.5 1,2.6 1.2.7 1,2.8 1.2.9 Reference Datum Sewer Location Separation of Water and Sewer Pipelines • The reference datum for the City's sanitary sewer infrastructure is based on the King County Aerial Survey, which is equal to the National Geodetic Vertical Datum 1988 datum. • Wherever possible, trunk and interceptor sewers are located in public rights of way. • Under some topographic conditions, sewers may be located in easements across private property. • Where a sewer line conflicts with other utilities, it must be designed to pass under the other utilities and have a minimum vertical separation of 3 feet. • If the elevation of the sewer prevents it from passing under the other utilities, special construction techniques must be used per the City's direction. • Sewer mains shall be laid at least 10 feet horizontally, measured edge to edge, from any existing or proposed water supply line. The Director may allow a reduction to 5 feet of separation provided the water main is laid in a separate trench or on an undisturbed earth shelf located on one side of the sewer at such an elevation that the bottom of the water main is at least 18 inches above the top of the sewer. • Install all sanitary sewer crossings under water mains so that the top of the sewer pipe is at least 18 inches below the bottom of the water main. Locate 18 feet of sewer pipe at the crossing so the joints will be as far from the water supply line as possible. This installation may require special structural support for the water and sewer pipe and/or other methods to ensure proper support and isolation between the utilities. • When a 12-inch vertical separation is not achievable between two utilities, provide a minimum 6-inch thick Ethafoam pad between utilities. Refer to G-5. Water/sewer lines must be at least 18-inches apart with water over sewer at all times. If water is below sewer or at the same depth, they need to be separated by at least 10 feet horizontally. Separation of Wells and Sewer Pipelines • No sanitary sewers can be constructed within 100 feet of a well. Sanitary Sewer Connections — Industrial • Special consideration must be given to sanitary sewer design and connection for industrial users. The Designer must consider the potential for pretreatment requirements, excessive sewage flows, special flow metering, or sampling requirements prior to industrial sewer collection/treatment system design. An industrial wastewater discharge permit may be required from King County Metro. Sanitary Sewer Connections • — Developer General Sizing Criteria(1) Grease Interceptors Groundwater Protection 1.2.10 Overflows 1.2.11 Infiltration and Inflow (1/1) Side sewer connections to King County Department of Natural Resources interceptor sewer lines shall be allowed only by written permission from King County. The City will be the agency through which permits will be obtained for such connections. The Permittee is responsible for all coordination with Metro for necessary inspections and approvals. • The sanitary side sewer shall be sized to carry all sanitary sewage and waste fluids of any kind from the buildings served. All toilets, sinks, stationary washstands, floor drains, or any other piece of equipment having waste fluids shall be connected to the sanitary sewer system. Commercial minimum diameter is 6 inches. • New sewer systems, except one -lot, single family residences, shall be designed based on per capita flows or other methods as approved by the City and Department of Ecology. The City requires detailed design calculations and service area maps, stamped, signed, and dated by a Washington State registered professional engineer, for the system design. • The City requires grease interceptors on all buildings where food preparation occurs and at locations determined by the Director as necessary for the proper handling of liquid wastes. Grease interceptors shall comply with Appendix H of the Uniform Plumbing Code and the following: » Refer to standard detail SS-14 (Grease Interceptor — Single Vault with Double Baffle) in the Infrastructure Design and Construction Standards. » Provide a double baffle type interceptor. » Grease interceptor, 6-inch lines, and reference to related plumbing sheets. Size the tank per the Uniform Plumbing Code, Appendix H, and minimum 1,000-gallon capacity. For sizing, consider the meals per hour as equal to the restaurant's seating capacity. » Locate the vault outside the building, between 5 feet and 25 feet from the building foundation. » Install a minimum 2-inch vent from interceptor to the interior plumbing pipe for ventilation purpose. » Install the interceptor so that gray water from sinks, floor drains, drains under garbage compactors, is routed through the interceptor. DO NOT route dishwashers through the grease interceptor. NOTE: Route ONLY gray water through the interceptor. • Every three months the Owner shall completely pump out the interceptor. Businesses that generate small amounts of grease may, with the Director's approval, pump the interceptor on a 6- » month schedule. At any time, the City may inspect the interceptor and require service that is more frequent. Sewer System Plan Update (2015) 1.2.1; Infrastructure Design and Construction Standards (2019) 2.5.7 Sewer System Plan Update (2015) 1.2.2; Sewer System Plan Update (2015) 1.2.3; Infrastructure Design and Construction Standards (2019) 8.0.8 Sewer System Plan Update (2015) 1.2.4; Infrastructure Design and Construction Standards (2019) 8.0.9 Sewer System Plan Update (2015) 1.2.5; Infrastructure Design and Construction Standards (2019) 8.0.5 Sewer System Plan Update (2015) 1.2.6; Infrastructure Design and Construction Standards (2019) 8.0.4 Sewer System Plan Update (2015) 1.2.7; Infrastructure Design and Construction Standards (2019) 8.0.7 Sewer System Plan Update (2015)1.2.8; Infrastructure Design and Construction Standards (2019) 8.4 The City will implement measures to protect groundwater within the City from degradation related to City actions, facilities or programs I Suggested The City will implement programs to ensure that there are no overflows in the existing system, and will adopt standards requiring all new construction to convey peak flows and storm events Suggested without overflowing the sewer system. • The City shall control and reduce I/1 of storm and groundwater to the sanitary sewer system. • The City shall adopt, and enforce through vigorous inspection, specifications on sewer construction standards to reduce future I/1. • The City shall continue to administer and financially invest in the I/1 reduction measures outlined in the I/1 Reduction Program. Suggested Notes: Some side sewers within the City's service area use grinder pump, which are owned and maintained by homeowners. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO Table 1.3 Pipeline Design Criteria Subject Policy Source 1.3.1 Sanitary Sewer Main — Size Configuration and Installation 1.3.2 Sanitary Sewer Main — Overflows 1.3.3 Sanitary Sewer Main — Minimum Slopes 1.3.4 Sanitary Sewer Main — Materials • Minimum pipe diameter is 8 inches. • Side (lateral) sewers minimum pipe diameter is 6 inches. • Mains must be designed for a mean velocity of 2.0 feet per second when flowing full using Manning's equation with a roughness coefficient, 'n', of 0.013. • For sewers in the street right-of-way, the minimum depth of cover is four feet. • For sewers located in easements, the minimum depth of cover is three feet. • Sewers must be designed to service the lowest fixtures in the area served. • Sewers are to be designed on straight alignments between manholes. • City -approved concrete anchors must be used on sewers having a slope equal to or greater than 15 percent. • Refer to SS-09 and SS-10 for manhole drop connections. • Uniform slope between manholes. • Bury deep enough to provide adequate depth to service the lowest fixtures in the properties served. • Sewer line will have a minimum of 12-inch separation from other underground utility. A minimum of 18-inch separation from any underground water utility is required. • Markerballs shall be installed according to Section 7.2.6. and G-3 and G-4. • No overflows or overflow structures are allowed. • 4 — 6-inch sewer (side sewer only) minimum slope = 2 feet per 100 feet. • 8-inch sewer minimum slope = 0.40 feet per 100 feet. • 10-inch sewer minimum slope = 0.28 feet per 100 feet. • 12-inch sewer minimum slope = 0.22 feet per 100 feet. • 14-inch sewer minimum slope = 0.17 feet per 100 feet. • 15-inch sewer minimum slope = 0.15 feet per 100 feet. • 16-inch sewer minimum slope = 0.14 feet per 100 feet. • 18-inch sewer minimum slope = 0.12 feet per 100 feet. • 21-inch sewer minimum slope = 0.10 feet per 100 feet. • 24-inch sewer minimum slope = 0.08 feet per 100 feet. • 27-inch sewer minimum slope = 0.07 feet per 100 feet. • 30-inch sewer minimum slope = 0.06 feet per 100 feet. • 36-inch sewer minimum slope = 0.05 feet per 100 feet. • All materials shall be new, undamaged, inspected and approved by the Director prior to installation. Acceptance of materials does not release the Permittee from the responsibility to guarantee materials and construction. The type, class and/or thickness shall be legibly and permanently marked on sanitary sewer pipe. The supplier shall provide the City with a certificate for materials, as requested. • All sewer materials shall conform to the applicable Standard Specifications. The pipe shall be legibly and permanently marked with type, class and/or thickness. The Permittee shall provide the City with a certificate for materials when requested. • Pipe — Ductile iron Class 50 minimum, polyvinyl chloride (PVC) minimum SDR 35, or high -density polyethylene (HDPE) where its use is justified due to scouring velocities or soil problems. • Pipe Size — at least 8-inch diameter. The Comprehensive Plan or design calculations may indicate larger diameter sewers. • Fittings — same materials as the pipe or as specified by the pipe manufacturer. Sewer System Plan Update (2015) 1.3.1; Infrastructure Design and Construction Standards (2019) 8.2.1 and 8.2.2 Sewer System Plan Update (2015) 1.3.2 Sewer System Plan Update (2015) 1.3.3; Infrastructure Design and Construction Standards (2019) 8.0.10 Sewer System Plan Update (2015) 1.3.4; Infrastructure Design and Construction Standards (2019) 8.0.6 and 8.2.1 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO Subject Policy Source 1.3.5 1.3.6 Sanitary Side Sewers — General Requirements Sanitary Side Sewers — Materials 1.3.7 Sanitary Side Sewers — Installation 1.3.8 Inverted Siphons • A side sewer connection longer than 150 feet from the main is considered a sewer main extension and shall meet requirements of Section 8.2 Sewer Main. The side sewer connection(s) to building(s) shall be made from the sewer main extension and shall meet requirements of section 8.1. • The property owner(s) maintains the sewer connection(s) from the right-of-way line to the building. • Permittee shall: » Connect: • Buildings within 250 feet of a sanitary sewer line. • One building per side sewer unless approved by the Director. More than one connection requires the Director's approval and recording with King County records a completed Joint Side Sewer Easement and Maintenance Agreement. Verify the location and depth of the stubs shown on as-builts. Assume all cost, including street repairs, tapping charges, and bonds for connection to sewer main. » Repair street cuts per standard detail RS-03 (Pavement Restoration) in the Infrastructure Design and Construction Standards. » Provide: • Minimum diameter of 6 inches within the City right-of-way. Residential side sewers may be reduced to a minimum diameter of 4 inches from the right-of-way to the house depending on number of homes connected to it. • Sewer clean -out and test -tee at property line. • Where clean -out is not installed at property line, a marker ball shall be installed per G-3 and G-4 at the property line. • Sewer clean -out at building with required bends totaling no more than 90 degrees. • Refer to standard details SS-02 (Sanitary Side Sewer — Residential) and SS-03 (Sanitary Side Sewer — Clean Out) in the Infrastructure Design and Construction Standards. • Pipe material: Ductile iron Class 50 minimum; PVC minimum SDR 35; or welded HDPE where its use is justified due to scouring velocities or soil problems. • Pipe encasement: controlled density fill (CDF), steel sleeve, PVC. Polyethylene for ductile iron pipe placed in peat areas or areas of potential corrosion. • Install on not less than 2 percent grade, nor greater than 1V:2H. • Install anchors for pipe having slopes over 15 percent. • Encase ductile iron pipe placed in peat areas or areas of potential corrosion with polyethylene sleeve. • Install the side sewer not less than 5 feet from any building, except where the sewer enters the building. If the sewer is below the building foundation, for every 1 foot of depth the side sewer shall be one foot or greater horizontally from the foundation. • Provide clean outs, per standard detail SS-03, at 100-foot intervals along the sewer lines, at property lines, at the building, and at all vertical or horizontal bends totaling 90 degrees or greater from the nearest cleanout. • Outside rights -of -way, the pipe shall have at least 2 feet of cover. • Install a manhole on a side sewer that is 150 feet or farther from the sewer main. • Inverted siphons are not permitted. Sewer System Plan Update (2015) 1.3.5; Infrastructure Design and Construction Standards (2019) 8.1.1 Sewer System Plan Update (2015) 1.3.6; Infrastructure Design and Construction Standards (2019) 8.1.2 Sewer System Plan Update (2015) 1.3.7; Infrastructure Design and Construction Standards (2019) 8.1.3 Sewer System Plan Update (2015) 1.3.8 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO 1.8.4 Manhole Design Criteria Table 1.4 summarizes the City's manhole design criteria for the sewer system. Table 1.4 Manhole Design Criteria Subject Policy Source 1.4.1 1.4.2 Materials and Standards Installation ■ Manholes must be precast with geo-liners. • Minimum diameter is 48 inches. ■ Sizes up to 96 inches are allowed. ■ Precast Concrete Structure meeting size and dimensions according to standard detail SS-04 through SS-08 (Manhole) in the Infrastructure Design and Construction Standards. ■ For manhole lid refer to standard detail SS-11 (Manhole 24-inch Frame with Cover) in the Infrastructure Design and Construction Standards. ■ For manhole steps and ladder refer to standard detail SS-12 (Manhole - Handing Ladder) and SS-13 (Manhole - Polypropylene Safety Step) in the Infractrnrtiire f)acinn and Cnnctnintinn Standards ■ Sanitary sewer manholes are required at the following locations: End of all sewer mains. Change in slope or alignment. Change in pipe diameter. Intersection of sewers 8-inch and larger (including side sewers). Intersection of sewer mains. Every 500 feet on sewer mains. On a side sewer 150 feet or longer. • Install a spread foundation or other measure, when Director requires, to prevent differential settlement. • Provide an outside drop connection for invert separation of 24 inches or more, measured at the manhole wall. Refer to SS-10. Inside drop connections require the Director's approval. Refer to standard detail SS-09 (Manhole - Inside Drop) in the Infrastructure Design and Construction Standards. • Fully channel to the sewer crown. • Install manholes so that the invert of the downstream manhole is at least 0.1 foot below all incoming invert elevations. Approved manhole channels shall be a prefabricated fiberglass/PVC channel insert (GU Liner available from PREDL GU Liner Systems, 26020 31 B Avenue, Aldergrove, B.C., Canada, V4W2Z6; Tel: 604-609-7755). • Use a Kor-N-Seal flexible pipe connector when connecting new sewer pipes into existing structures and when connecting existing sewer pipe into new structures. • All grout shall be "Fast Patch" as manufactured by Basalite with the use of clean potable water. ■ Rubber gaskets between manhole section shall be according to Washington State Department of Transportation (WSDOT) Standard Specification 9-04.4(1). • Install 12-inch-thick crushed surfacing base course (CSBC) (WSDOT 9-03.9(3)) foundation pad beneath manhole. Sewer System Plan Update (2015) 1.4.1; Infrastructure Design and Construction Standards (2019) 8.3.1 Sewer System Plan Update (2015) 1.4.2; Infrastructure Design and Construction Standards (2019) 8.3.2 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO 1.8.5 Lift Station and Force Main Design Criteria Table 1.5 summarizes the City's lift station and force main design criteria. Table 1.5 Lift Station and Force Main Design Criteria Subject Policy Source 1.5.1 Lift Station - Location • Wastewater lift stations must be located to provide the minimum amount of nuisance to local or proposed residential or commercial development. • Lift station design must take into account noise control, odor control and station architectural design. Space for future expansion should be provided as necessary. • If possible, lift stations must be located at elevations above the 100-year flood. • If it is not feasible to locate above the 100-year flood plain, stations must be protected such that a 100-year flood does not damage the facility. • All lift stations must be designed to operate during the 25- year flood. Sewer System Plan Update (2015) 1.5.1 1.5.2 Lift Station - Pumping Rate and Number of Units • Each lift station must have a minimum of two pumps. • Each lift station must have the capability of pumping the design flow with the largest pump in the station out of service. Sewer System Plan Update (2015) 1.5.2 1.5.3 Pumps • Wastewater pumps must have the capability of passing a 3-inch diameter sphere. • Pump suction and discharge openings must be a minimum of 4 inches in diameter. • All pumps shall operate under a positive suction head. • The pumps must operate with the use of an approved control system that senses the water level in the wet well and must automatically alternate the pump in use. • Each lift station must be equipped with either a standby generator or must have the required connections to allow the use of a portable generator. • For lift stations that utilize portable generators, an emergency overflow connection must be provided of sufficient capacity as required by the City Director of Public Works. • An alarm system is required for each lift station and must signal a power failure, low water level, high water level, and pump overload or failure, generator failure, generator run, communications failure, and intrusion. Sewer System Plan Update (2015) 1.5.3 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-13 CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO Subject Policy Source 1.5.4 Wet Wells 1.5.5 Force mains • Lift stations must have a properly sized wet well to Sewer System Plan minimize wear and tear on the pumps. The wet well must Update (2015) 1.5.4 have a capacity that will provide a holding time not to exceed 10 minutes for the design average flow. • Pump controls must be adjusted such that the pump will run a minimum of 5 minutes and will be off for a minimum of 2 minutes at peak design flow. • Trash racks and bar screens will be provided as required to protect the pumps. • All Lift Stations are equipped with supervisory control and data acquisition (SCADA) systems which monitor functions of the Lift Stations and notify staff of any problems via cell phone to prevent overflows. • Reliable back-up power is provided to all new Lift Stations, preferably diesel. • All wet wells will be equipped with backup float with timer for pump station operation due to computer failure. • Pipe materials are to be approved by the City Engineer. Minimum pressure class is 200 pounds per square inch. Sewer System Plan Update (2015) 1.5.5 1.8.6 Financial Policies Table 1.6 summarizes the City's sewer system financial policies. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-14 CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO Table 1.6 Financial Policies Subject Policy Source 1.6.1 1.6.2 Capital Facilities - General Government Policies Capital Facilities - Paying for Facilities • The City's management of its capital facilities shall follow this order: » Regular inspection of systems for evaluation and to ensure conformity with current safety standards. » Prioritizing projects when making improvements, if the public health and safety is at risk. » Preventive maintenance and cost-effective replacement of aging elements. » Planning for the orderly extension and upgrading of capital systems. • Projects listed for the 7- to 20-year time frame shall be generally developed, described, estimated and evaluated using Comprehensive Plan goals, while projects in the six -year CIP/financial planning model (FPM) shall be more specifically described. • The City shall ensure that capital facilities are provided within a maximum of six years of the occurrence of impacts that will degrade standards. • Prioritize and fund residential street improvements whenever financially feasible. • A dedicated facility fund and allocation for building needs shall be included in the CIP/FPM. • Continue to fund the correction of single-family residential neighborhood infrastructure deficiencies, including transportation, surface water, sewer and water, through interfund loans or general fund transfers, in order to address emergency and public health and safety issues. • No capital improvement projects located outside the city limits shall be approved without specific City Council approval. • Update the six -year financial planning model annually to review and reassess growth, revenue, and cost totals and forecasts. • Review capital facilities needs every three years. • Balance infrastructure investment between the residential and commercial sectors. • Include a dedicated facility fund and allocation for future building needs in the financial planning model. • Use a mitigation -based fee system for each affected City function as determined in the State Environmental Policy Act evaluation of individual development applications. • Continue to pay for and improve residential area local access streets and collector arterials in accordance with the prioritized list of residential street projects, and provide interfund loans or transfers for neighborhood water and sewer deficiencies. • If the City determines that the public's health, safety and welfare will be benefited, or if funding is available through external sources such as development or grant funds, the City shall allocate funding for preliminary engineering and design of commercial and residential street projects. • Late -comer agreements shall be considered an acceptable means of funding capital projects, improvements and replacements, in whole or in part when requested by a developer. • The City shall initiate property negotiations in all projects with a request for donation of the property needed for rights -of -way and easements. • Arterial street improvements listed in the six -year CIP/FPM may be funded through a local improvement district (LID) or financing external to the City. The City may participate using operating revenues, grants or bonds, based on health and safety needs or public benefit. • The City shall consider paying for LID formation costs in addition to the preliminary and construction engineering costs, in order to provide a more timely option for residential street improvements. To initiate this action, a majority of affected property owners must petition the City for creation of a LID. Residents shall pay the other costs such as: for undergrounding utilities in the street and undergrounding from the street to their house; for the actual construction contract cost; and for any improvements on private property such as rockeries, paved driveways, or roadside plantings. Both the process and requirement for initiating a local improvement district by petition are set forth in State and local law. • The City shall, whenever practical and advantageous, apply for grants, loans or other external financing sources. Grant applications for capital facilities shall be made: » Only for projects listed in the CIP/FPM. » After approval of the appropriate Council Committee, who shall report to the full Council on any pending grant. • Full Council approval is required for any grant acceptance. • The City shall continue to target a minimum of 33 percent of total sales tax proceeds to pay for capital projects. • The City shall consider issuance of bonds for facilities, if repayment can be made from revenue allocations and if it is more cost-effective. • The City shall consider projects identified in the CIP/FPM for general operating revenues if substantial funding from grants, developers, other jurisdictions or other funding sources becomes available. Comprehensive Plan (2015), Policies 14.1.2-8 Comprehensive Plan (2015), Policies 14.1.9-16, 19-20 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO 1.6.3 1.6.4 1.6.5 Subject Capital Facilities - Financial Planning and Plan Maintenance Capital Facilities - Enterprise Fund Policies Capital Facilities - Level -of -Service Standards Policy • Capital planning decisions shall be linked to City-wide goals, by tracking actual growth and evaluating growth targets and level -of -service standards. • The CIP/FPM shall be updated biennially and include reviews of forecasts and actual growth, revenue and cost totals. • Capital Facility policies shall be reviewed biennially during revisions to the CIP/FPM. Desirable changes shall be implemented during the annual Comprehensive sidewalk improvements should be coordinated with transportation improvements. • Policies and practices of sound governmental budgeting and accounting principles, revenue diversity, and promoting the economic well-being of the City shall be better for the City. • In the event that anticipated funding falls short of meeting existing and/or anticipated needs, the City shall reassess and revise the following, as needed: » The land uses in the Comprehensive Plan. » Funding alternatives. » The level of service standards of the City. Plan amendment process. Landscaping and used, in order to maintain an A-1 bond rating or • Utility rates and charges shall be structured to ensure adequate infrastructure development, in addition to compliance with operation, maintenance, and federal and State requirements. • Adequate reserved working capital balances shall be maintained for each enterprise fund's annual expenditures. The fund balance for enterprise funds, at the close of each fiscal year, shall equal or exceed 20 percent of the previous year's revenue, exclusive of significant nonoperating, non -recurring revenues such as real estate sales, transfers in from other funds, or debt proceeds. • Rate increases shall be small, applied frequently, and staggered to avoid an overly burdensome increase and undue impact in any given year. • Each enterprise fund shall be reviewed at least biennially and shall have a rate structure adequate to meet its operations and maintenance and long-term capital requirements. • Rate increases of external agencies (i.e., King County secondary wastewater treatment fees) shall be passed through to the users of the utility. • For safety and health reasons, the City shall provide sewers to all residential and commercial areas in the City's service area by using a combination of operating revenues, grants, loans, bonds, voluntary local improvement district formations, and/or interfund loans. • Interfund loans shall be permissible if practical. Interest rates shall be computed based on the discounted market rate that is based on the US Treasury note rate(s) corresponding to the term of the loan, in order to adequately compensate the loaning fund. • When there is a general long-term benefit to the respective enterprise fund and its customers, the City shall use bonded indebtedness as a funding alternative. • Sufficient system capacity for surface water, water, sewer and transportation is required prior to approval of any new development. (Standards for surface water, water and sewer are codified in the City's Municipal Code, and the transportation standards are in the Transportation Element of this Plan.) New development must pass the concurrency tests before development may be permitted. • The City shall monitor the capacity and maintain the water, sewer, surface water and transportation systems at the adopted standards. Source Comprehensive Plan (2015), Policies 14.1.27-31 Comprehensive Plan (2015), Policies 14.1.32 -14.1.39 Comprehensive Plan (2015), Policies 14.1.40 -14.1.41 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO 1.9 Approval Process This Plan is required to meet state, county, and local requirements. It complies with the requirements of Ecology, the DOH, and the Revised Code of Washington (RCW) as shown in Table 1.7. Additionally, the Plan is in compliance with any adopted water quality management plan under the Federal Water Pollution Control Act as amended. A SEPA Checklist and determination of non -significance (DNS) has been prepared for this Plan. This Plan does not have probable significant adverse impacts on the environment in accordance with the DNS. Many of the projects proposed within the Plan will require subsequent project specific environmental review and SEPA checklists as part of their preliminary and final design process. The SEPA Checklist and DNS are included in Appendix A. Table 1.7 WAC 173-240-050 Sewer Plan Requirements Requirement Location Purpose and need for the proposed plan A discussion of who will own, operate and maintain the system The existing and proposed service boundaries Layout map including: Boundaries. The boundary lines of the municipality or special district to be sewered, including a vicinity map. Existing sewers. The location, size, slope, capacity, direction of flow of all existing trunk sewers, and the boundaries of the areas to be served by each. Proposed sewers. The location, size, slope, capacity, direction of flow of all proposed trunk sewers, and the boundaries of the areas to be served by each. Existing and proposed pump stations and force mains. The Location of all existing and proposed pumping stations and force mains, designated to distinguish between those existing and proposed. Topography and elevations. Topography showing pertinent ground elevations and surface drainage must be included as well as proposed and existing streets. Streams, lakes and other bodies of water. The location, direction of flow of major streams, the high and low elevations of water surfaces at sewer outlets, and controlled overflows, if any. All existing and potential discharge locations should be noted. Water systems. The location of wells or other sources of water supply, water storage reservoirs and treatment plants, and water transmission facilities. Population trend as indicated by available records, and the estimated future population for the stated design period. Briefly describe the method used to determine future population trends and the concurrence of any applicable local or regional planning agencies. Any existing domestic or industrial wastewater treatment facilities within twenty miles of the general plan area and within the same topographical drainage basin containing the general plan area. Chapter 1 Chapter 1 Chapter 1 Chapter 1 Chapter 4 Chapter 5 Chapter 4, 5 Chapter 2 Chapter 2 Chapter 2 Chapter 3 Chapter 4 A discussion of infiltration and inflow problems and a discussion of actions that will alleviate these Chapter 3 problems in the future. A statement regarding provisions for treatment and discussion of the adequacy of the treatment. Chapter 4 A list of establishments producing industrial wastewater, the quantity of wastewater and periods of Chapter 3 production, and the character of the industrial wastewater insofar as it may affect the sewer system or treatment plant. Consideration must be given to future industrial expansion. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 1 - INTRODUCTION DECEMBER 2024 / FINAL / CAROLLO Requirement Discussion of the location of all existing private and public wells, or other sources of water supply, and distribution structures as they are related to both existing and proposed domestic wastewater treatment facilities. A discussion of the various alternatives evaluated, and a determination of the alternative chosen, if applicable. A discussion, including table, that shows the cost per service in terms of both debt service and operation and maintenance costs, of all facilities (existing and proposed) during the planning period. A statement regarding compliance with any adopted water quality management plan under the Federal water Pollution Control act as amended. A statement regarding compliance with the SEPA and the National Environmental Policy Act (NEPA), if applicable. Location Chapter 2 Chapter 5 Chapter 7 Chapter 1.9 Appendix A The City submitted this Plan to Department of Ecology, King County, adjacent utilities, and local governments for review. Comment letters are attached in Appendix B. The Adopting Resolution is included in Appendix C. 1.10 Acknowledgements This Plan was developed by Carollo Engineers. The Carollo team wishes to acknowledge and thank the following individuals for their efforts and assistance in completing this Plan: Adib Altallal - Project Manager. Hari Ponnekanti - Public Works Director. Bryan Still - Operations Manager. • Jeff Heglund - Sewer Superintendent. • Roman Linsao - GIS Coordinator. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-18 CHAPTER 2 - FLOW MONITORING DECEMBER 2024 / FINAL / CAROLLO CHAPTER2 FLOW MONITORING 2.1 Introduction This chapter summarizes the results of the temporary flow monitoring program developed for the City's Plan. The flow monitoring program was developed to characterize existing dry and wet weather flows for select portions of the City's sanitary sewer system. Measured flows were analyzed for use in subsequent hydraulic model calibration efforts and for preliminary characterization of I/1 within the monitored portions of the system. The temporary flow monitoring program collected data for a period of approximately 90 days between November 12, 2020, and February 9, 2021.The City of Tukwila Temporary Flow Monitoring November 2020 - February 2021 report prepared by ADS Environmental Services (ADS) summarizes the flow monitoring program; a copy of the report is included in Appendix D. 2.2 Flow Monitoring Program Description 2.2.1 Flow Monitoring Sites Seven flow monitoring sites were identified for the flow monitoring program. Flow monitoring sites were selected to monitor portions of the system to the north and south of Interstate 405 (1-405). For each selected flow monitoring site, a corresponding flow monitoring basin was delineated to determine the geographic area contributing flow to each monitor. The flow monitoring basins encompass all the contributing area upstream of the monitor location and each basin includes all sanitary sewer system piping and infrastructure associated with the defined area. Flow monitoring basins were identified predominantly using the City's existing sanitary sewer drainage basin boundaries. All flow monitoring sites and basins were hydraulically independent of one another and were evaluated individually. Table 2.1 summarizes key information for each of the flow monitoring sites. Figure 2.1 shows the flow monitoring sites and the associated flow monitoring basins within the City's overall system. Table 2.1 Flow Monitoring Sites Monitoring Basin Manhole ID Pipe Diameter (inches) Location 1 2 3 4 5 SS 01318 SS 00789 SS 01989 SS 01105 SS 30129 20.5 8 12 335 Andover Park W 345 Andover Park E Tukwila Station Access Road north of SW 27th Street 12 100 Andover Park W 10 13865 Interurban Ave S 6 SS 30144 12 13900 Interurban Ave S 7 SS 30316 36 10020 Martin Luther King W Notes: Ave - avenue; ID - identification; SS - sanitary sewer. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 2-1 CHAPTER 2 - FLOW MONITORING DECEMBER 2024 / FINAL / CAROLLO S 96TH ST IPX1.1 S. Cornm`ercial Center Lift.lStation-(No. 9) S 140TH ST S 136TH ST 5 146TH ST S 156TH WAY S 148TH ST I If152N0S H SIT S 173 II II 5 188TH ST S 200TH ST NYO V ST S 160TH ST 172ND ST S 172ND Allentown Lift Station (No. 10) 5 14 N T • ♦• Foster Point • Lift Station • (No. 8) Interurban, S (King County) °o ♦ ♦ Basin 6 Basin 5 • Basin 4 Lift Station No. 12 Lift Station No. 2 o a Basin 1 S 190TH Sj s 199TH PL OA 5 204TH ST S 212TH ST ♦ Basin 3, Basin 2 Station No.3 > Legend Roadways r••- Tukwila Sewer Service Area Tukwila City Boundary Water Body OM Flow Monitor Connection to King County I. King County South Treatment Plant King County Lift Station - King County Sewer Main ® Tukwila Lift Station • • • Tukwila Force Mains Tukwila Gravity Sewer Pipelines by Diameter - 6" or Less - 8" 10" or Greater Unknown Diameter Monitoring Basin Flow Monitoring i Flow Monitoring Flow Monitoring Flow Monitoring Flow Monitoring Flow Monitoring Flow Monitoring Unmetered Feet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. SW 16TH SW 27TH ST 2ND ST 9TH ST oo 5 208 H ST Basin 1 Basin 2 Basin 3 Basin 4 Basin 5 Basin 6 Basin 7 Figure 2.1 Flow Monitoring Basins and Locations CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 2 - FLOW MONITORING DECEMBER 2024 / FINAL / CAROLLO ADS installed seven Triton+ monitors. These monitors utilize ultrasonic sensors that use sound waves and a pressure transducer to measure depth. Flow velocities are measured using down -looking ultrasonic sensors. Each monitor collected depth of flow and velocity at 5-minute intervals throughout the monitoring period. ADS conducted an analysis of the data for each flow monitor and adjusted the data as needed to finalize the monitoring data. Flow rate was calculated at each 5-minute interval using the continuity equation: Q=vXA Where: Q = flow rate (cubic feet per second [cfs]). v = velocity (feet per second [ft/s]). A = area (square feet [ftz]). 2.2.2 Rain Gauge One rain gauge was installed to capture rainfall that occurred throughout the flow monitoring program. A tipping bucket rain gauge was installed at the Public Works Maintenance Shops to collect rainfall throughout the flow monitoring period. 2.3 Flow Definitions This section defines key terminology related to sanitary sewer flow components that are used in characterizing flow monitoring data and in subsequent chapters describing system analysis and evaluations conducted as part of this Plan. 2.3.1 Average Dry Weather Flow Average dry weather flow (ADWF) is the average daily flow that occurs during the dry weather season. There are two primary components of ADWF, baseline infiltration (BI) and base wastewater production (BWP): BI is groundwater that enters the sanitary sewer system when the relative depth of the groundwater table is higher than the depth of the pipeline. Groundwater infiltration enters the sanitary sewer system through defects in pipelines that include breaks, cracks, and misaligned joints. BWP is the flow generated by routine water usage of the City's customers. 2.3.2 Wet Weather Flow Wet weather flow (WWF) is flow during or immediately after a storm event and is greater than dry weather flows due to direct inflow and increased groundwater infiltration into the sanitary sewer system. This type of I/1 is called rainfall dependent inflow and infiltration (RDII). WWF is comprised of ADWF and RDII. Figure 2.2 illustrates the different flow components that make up typical sanitary sewer flows. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 2-3 CHAPTER 2 - FLOW MONITORING DECEMBER 2024 / FINAL / CAROLLO Seasonal NOV Rain Rantall Dependent Infiltration and Inflow (RDt1) (0 swi. •TI - ❑ RDI II 0 Average Dry Weather Flow IADWF) Groundwater Infiltration (seasonal mounding) MAY JUr. Total Flow / Dry Weather Flow f__[Base Wastewater Production Baseline Ground Water Infiltration Inflow l- Storm Water Inflow . Rainfall Dependent — Inflow and Trench Infiltration Infiltration Infiltration Ground Water Infiltration Figure 2.2 Typical Wastewater Flow Components The RDII flow response in the system to rainfall can be observed immediately (inflow) or within hours after the storm (infiltration). Inflow is stormwater that enters the system through direct connections such as roof drains, downspout connections, storm drain connections, and leaky manhole covers. Infiltration is stormwater that percolates through the soil and enters the sanitary sewer system through defects in CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 2-4 CHAPTER 2 - FLOW MONITORING DECEMBER 2024 / FINAL / CAROLLO pipelines, manholes, and joints. All sanitary sewer systems have some RDII, with the characteristic nature and magnitude dependent on the specific system. Common sources of RDII are shown in Figure 2.3. Roof Alivent I3_ Stairwell Drain LEGEND Blue Laite!u1U IODA.. i. at J'7 Downspout Service Line Gleanout Foundation (uncapped} Drain _ Area / Drain / Driveway Drain Root Penetration' -Storm Drain Cracked or Broken Pipe Sanitary Sewer Foundation Drain Connected to Building Lateral .‘„, yaw; 411 k+' Lea Building Lateral Ecfiltration from Storm Drain Figure 2.3 Typical Inflow and Infiltration Sources Manhole Faulty Cover Manhole with Frame.' Holes Chimney Seal Faulty Lateral Connection to Sanitary Sewer Deteriorated or Misaligned Joint /' Deteriorated Manhole Illicit Catch Basin Connection RDII increases both the total volume of flow that must be conveyed through the sanitary sewer system as well as the magnitude of the peak flows. RDII can be significant enough to result in the sanitary sewer system operating at or above capacity, and potentially result in sanitary sewer overflows. 2.4 Flow Monitoring Results Flow monitoring data was collected at each monitor in 5-minute intervals. For all flow monitoring data analysis and use in the hydraulic model, 5-minute data was aggregated into hourly data. 2.4.1 Dry Weather Flow Data ADWF was developed using dry weather conditions from the flow monitoring period. Dry weather conditions were classified as periods with no antecedent rainfall for 48 hours. ADWF was determined for weekday and weekend condition to better understand variations in flows in the system. Table 2.2 summarizes the ADWF for each basin. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 2-5 CHAPTER 2 - FLOW MONITORING DECEMBER 2024 / FINAL / CAROLLO Note, flow monitoring data was collected during the wet weather season. Observed ADWFs are likely greater than those that would be determined during the summer season due to more frequent rainfall and an elevated groundwater table. The recorded values below included both direct wastewater production from the City's customers as well as the baseline groundwater infiltration experienced at the time of the flow monitoring. Table 2.2 ADWF by Basin Basin Manhole ID Weekday ADWF (mgd) Weekend ADWF (mgd) ADWF(1) (mgd) 1 2 SS 01318 SS 00789 3 SS 01989 4 5 6 7(2) 0.43 0.04 0.07 SS 01105 0.19 SS 30129 0.15 0.37 0.03 0.07 0.19 0.15 0.42 0.04 0.07 0.19 0.15 SS 30144 0.06 0.05 0.06 SS 30317 0.69 0.68 0.69 Notes: (1) ADWF = (5 * Weekday ADWF + 2* Weekend ADWF) / 7. (2) This basin includes flow from the Seattle Public Utility sanitary system. mgd - million gallons per day. A 24-hour diurnal flow pattern was developed for each basin to identify the variation in flows that occur throughout the day. Diurnal curve patterns vary depending on the types of customers contributing wastewater flows. Residential uses produce diurnal patterns with a pronounced peak early in the morning at the start of the day and a lower peak in the evening. Commercial and industrial uses vary significantly depending on the type of industry, but generally have diurnal patterns with more consistent, elevated flows during business hours and low flows overnight. Diurnal patterns were developed for weekend and weekday flows. Figure 2.4 shows the diurnal patterns developed for basin 4, which consists predominantly of residential uses. The diurnal pattern shown represents the hourly multiplier of the daily flows, multiplying this pattern by the average flow results in the ADWF. These curves were developed to characterize flow, depth, and velocity patterns for all flow monitoring sites for use in model calibration and can be found in Appendix E. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 2-6 1.40 1.20 1.00 'Q 0.80 0.60 2 0.40 0.20 0.00 0 4 8 12 Hour —Weekday Weekend Figure 2.4 Flow Monitoring Basin 4 Diurnal Curve 2.4.2 Rainfall Data 16 CHAPTER 2 - FLOW MONITORING DECEMBER 2024 / FINAL / CAROLLO 20 Rainfall data was used to identify significant rainfall events and evaluate rainfall response at each of the flow monitoring locations. Consistent rainfall was observed throughout the flow monitoring period, with five significant storm events identified to evaluate wet weather response. Figure 2.5 presents the entirety of the rainfall data recorded over the flow monitoring period and Figure 2.6 shows accumulation of rainfall over the period. 0.4 0.35 0.3 . 0.25 U 0.2 f0 c 0.15 cc 0.1 0.05 0 2: 12/29/20 - 12/31/20 1: 12/21/20 3: 1 / 1 /21 - 1/4/21 4: 1/11/21 - 1/13/21 5: 1/31/21 - 2/3/21 90 �O 1, �O �O -O 10 r1, 10 10 �i>NO 19 ,O \1\ \gy\ �„\^\ NV�\ .ti\^\ `�\\ ti\ \�\\^ry\\^b\\\\�y\ `1\0\ Figure 2.5 Rainfall Data and Storm Identification CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 2-7 20 18 16 4 2 0 11/14/20 11/29/20 Figure 2.6 Cumulative Rainfall 12/14/20 12/29/20 01/13/21 CHAPTER 2 - FLOW MONITORING DECEMBER 2024 / FINAL / CAROLLO 01/28/21 02/12/21 Table 2.3 provides additional information on each storm event. National Oceanic and Atmospheric Administration Atlas 2 Volume 9 was used to identify the approximate recurrence interval for each storm event. The most severe storm events, 3 and 4, were comparable to a 2-year, 24-hour storm. All other storms were less than a 2-year, 24-hour storm. Total rainfall during the period of flow monitoring was 17.5 inches. Table 2.3 Storm Events Summary Storm Event 3 4 5 Dates 12/21/20 -12/21 /20 12/29/20 -12/31 /20 1/1/21 -1/4/21 Duration (hours) 26 Intensity (in/hr) 0.36 0.10 0.20 1/11/21 -1/13/21 45 0.21 1 /31 /21 - 2/3/21 38 93 60 0.13 Total Rainfall (inches) 1.54 Estimated Recurrence <2-year, 24-hour storm 1.23 <2-year, 24-hour storm 3.03 2-year, 24-hour storm 2.95 2-year, 24-hour storm 1.33 <2-year, 24-hour storm Notes: in/hr - inches per hour. 2.4.3 Wet Weather Flows Flow monitoring data was evaluated for each of the five storm events identified in Table 2.3 to observe collection system response to wet weather events. Figure 2.7 shows the wet weather response for flow monitoring basin 5 during the first half of January 2021, a period that encompasses storm events 3 and 4. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 2-8 1.50 1.35 1.20 1.05 a, 0.90 0.75 o.6o 0.45 0.30 0.15 o.00 CHAPTER 2 - FLOW MONITORING DECEMBER 2024 / FINAL / CAROLLO 1 \ti0 \ti0ryy \ti0ryy \�0yti \tio~y \tioryy \�0yti \ry0,yti N ,y\'> N\4) ti\1 N\°) ti\N. ti\ti''� y\tip Flow - - -ADWF —Rainfall Figure 2.7 Basin 5 Wet Weather Flows January 2021 0 0.15 0.3 0.45 o.6 c 0.75 ,} 0.9 frl 1.05 1.2 1.35 1.5 As shown in Figure 2.8, flow monitoring basin 5 shows a significant wet weather response to the two storm events in January 2021. The dashed grey line shows the ADWF determined from the entire flow monitoring period while the solid brown line indicates monitored flow during the storm events. Noticeable amounts of RDII enter the system, as demonstrated by the rapid response to rainfall in increased peak flows and the slower, extended response of elevated flows likely attributable to infiltration. Additional wet weather flow response graphs for all monitoring sites can be found in Appendix D. The following metrics are commonly used to characterize RDII and wet weather response at each of the flow monitoring site: d/D: d/D is the ratio of the depth of flow in the pipeline (d) to the diameter of the pipe (D). The d/D ratio shows how full a pipeline is and gives an indication if a portion of the system is operating at or above capacity. A d/D ratio greater than one indicates surcharging has occurred. • Peaking Factor: Peaking factors are the ratio between peak flow and ADWF and were calculated by dividing the peak hourly flow observed during each storm event by the ADWF for the flow monitoring period. High peaking factors are often a sign of direct inflow. • Peak I/1 Rate: The peak I/1 rate is the peak flow rate of all non -sanitary flows. Peak I/1 flow rate is calculated by subtracting the ADWF from the peak flow for each basin. Peak I/1 rates are largely dependent on the contributing area of land and are expressed in terms of gallons per day per acre (gpd/ac). Peak I/1 rate is calculated by dividing the peak I/1 flow rate by the total contributing area of land in acres in each basin. High peak I/1 rates are typically a sign of inflow. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 2-9 CHAPTER 2 - FLOW MONITORING DECEMBER 2024 / FINAL / CAROLLO I/1 metrics for the flow monitoring period during all five storm events are summarized in Figure 2.8 through Figure 2.10. Figure 2.8 shows the d/D ratio for all basins and storm events. 1.6 0.7 o.6 0.5 0.4 0.3 0.2 0.1 0.0 SSo1318 - Basin 1 SSoo789 - Basin 2 SSo1989 - Basin 3 Figure 2.8 d/D Ratio for Selected Storm Events SSo11o5 - Basin 4 SS3o129 - Basin 5 Pipe Full S530144 - Basin 6 ■ Storm 1 ■ Storm 2 ■ Storm 3 ■ Storm 4 ■ Storm 5 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 2-10 CHAPTER 2 - FLOW MONITORING DECEMBER 2024 / FINAL / CAROLLO Figure 2.9 shows the peaking factor for all basins and storm events; the black line represents a peaking factor of 3, a common threshold for well performing systems. The red line delineates a peaking factor of 5; peaking factors greater than 5 are considered significant. 0 m u. c c Y m a 7 6 5 0 11 I 11 hill 11 11 1 5501318 - 5500789 - 5501989 - SSosso5 - 5530129 - 5530144 - 5530316 - Basin 1 Basin 2 Basin 3 Basin 4 Basin 5 Basin 6 Basin 7 Figure 2.9 Peaking Factor for Selected Storm Events • Storm 1 • Storm 2 • Storm 3 • Storm 4 • Storm 5 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 2-11 CHAPTER 2 - FLOW MONITORING DECEMBER 2024 / FINAL / CAROLLO Figure 2.10 shows the peak I/1 rates. The black line delineates a value of 1,500 gpd/ac, a commonly used value to represent I/1 rates in areas of new development with tight, well performing systems. The orange line at 5,000 gpd/ac indicates a moderate I/1 rate while the red line at 10,000 gpd/ac is considered severe or significant RDII rate. 35,000 30,000 25,000 u m - 20,000 rn a, 4-, 15,000 a, 0- 10,000 5, 000 ■ .■ ■_ __ •• 1. 1. 5501318 5500789 - 5501989 - 5501105 - 5530129 - 5530144 - Basin 1 Basin 2 Basin 3 Basin 4 Basin 5 Basin 6 Figure 2.10 Peak 1/1 Rates for Selected Storm Events 5530316 - Basin 7 • Storm 1 • Storm 2 ■ Storm 3 • Storm 4 ■ Storm 5 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 2-12 CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO CHAPTER 3 FLOW PROJECTIONS 3.1 Introduction This chapter summarizes flow projections developed for the City's Plan. Existing ADWFs developed from the flow monitoring program, described in Chapter 2, were used to determine flow factors for the City's existing land uses in each flow monitoring basin. The flow factors were utilized to developed 10-year and build -out dry weather flows for use in hydraulic modeling efforts. Accurate estimates of the future quantity of wastewater generated are critical in maintaining and sizing sewer system facilities. 3.2 Land Use Land use designations and regulations provide critical information when evaluating sewer system capacity; the type of land use in an area affects the volume of wastewater generated. Existing and future land use information is an integral component in the development of wastewater flow factors and projected wastewater generation within the sanitary sewer service area. The City's existing Comprehensive Plan land use designations were consolidated into 12 designations: Low Density Residential. Medium Density Residential. • High Density Residential. • Office. Residential Commercial Center. • Mixed Use Office • Light Industrial. • Heavy Industrial. • Commercial Light Industrial. • Regional Commercial Mixed Use. • Tukwila Urban Center. ■ Tukwila Valley South. Note, this Plan only included Comprehensive Plan land use designations within the sanitary sewer service area. Figure 3.1 shows the City's existing land use within the sanitary sewer service area. Parcels shown as vacant on Figure 3.1 include areas assumed to not currently be contributing flows to the sanitary sewer system: ■ Lots identified as vacant by the City. • Open spaces. • Parcels associated with railroad uses. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 3-1 CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO Figure 3.2 shows future land use with all Comprehensive Plan designations, assuming full development of all vacant and unutilized parcels. 3.3 Existing Dry Weather Flows This section summarizes the existing average dry weather flows developed for this Plan using the flow monitoring program results. The flow monitoring program did not cover the entire service area, therefore, assumptions created from the monitored areas were transferred to the rest of the system to estimate a total dry weather flow. 3.3.1 Metered Average Dry Weather Flow Chapter 2 - Flow Monitoring summarizes the flow monitoring program protocol and results, including ADWF. Table 3.1 summarizes the results from the analysis for each flow monitoring basin. Table 3.1 Existing ADWF in Flow Monitoring Basins Flow Monitoring Basin 1 2 3 4 5 6 7(1) Flow Monitoring MH ID SS01318 SS00789 SS01989 SS01105 SS30129 SS30144 SS30316 Notes: (1) This basin includes flow from the Seattle Public Utility sanitary system. MH - manhole. Total ADWF (mgd) 0.42 0.04 0.07 0.19 0.15 0.06 0.69 3.3.2 Large Wastewater Customers Consistent with planning efforts for the water system, the ten largest water consumers were evaluated separately as large wastewater customers: Westfield Southcenter. Shasta Beverage. ■ Boeing Company Store #DC Main. ■ Boeing Company Store #9-51. ■ Boeing Company -Wind Tunnel. ■ Hilton Hotels (Embassy Suites). CHA Tukwila LLC (DoubleTree Suites). Seafood City. ■ Canyon Estates Condo Association. ■ Terrace Apartments. The location of these large wastewater customers is illustrated in Figure 3.3. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 3-2 CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO MI S 1 8TI S 136TH ST — S142NDST S 146TH ST S 188TH ST S 200TH ST_ '1 MINIM`1111� S 1 4TH' S BOEIN n _ S ENDERSO ST THE THE L• ST S 144TH ST 4TH ST 16'8TH ST �l I .#. 5 172ND ST--fl. S 173RD _me ■ .a IS 1R5TH ST S 204TH ST S 212TH ST Ng , wow 1141 Legend Roadways Tukwila City Boundary Tukwila Sewer Service Area Water Body Parcels Comprehensive Plan Zoning r•• Low Density Residential Medium Density Residential High Density Residential Office Regional Commercial ▪ Residential Commercial Center ▪ Neighborhood Commercial Center Mixed Use Office Commercial Light Industrial Light Indutrial ▪ Heavy Industrial ▪ Regional Commercial Mixed Use Tukwila Urban Center _ Tukwila Valley South ▪ Vacant IMI=IFeet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. SW 7TH ST 4 Fimme :km pm pm fa MIME Figure 3.1 Existing Land Use CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE S THELLq ST ))I ERD4LEj$T\ I \I n _ L S ENDERSON ST S BOEIN S 136TH ST — S142NDST S 146TH ST 4TH ST-71 ■ 168TH ST • > I S 170fHS4 �\S 172ND ST - I I1T S 173RD ■� S 15TH ST —■• S176THIS S 188TH ST S 190TH S'S S 204TH ST S 212TH ST Figure 3.2 Future Land Use CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 3ND ST CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO Legend Roadways : .. Tukwila City Boundary r••- Tukwila Sewer Service ▪ Area Water Body Parcels Comprehensive Plan Zoning Low Density Residential Medium Density Residential High Density Residential Office Regional Commercial ▪ Residential Commercial Center Mixed Use Office Commercial Light Industrial Light Indutrial ▪ Heavy Industrial ▪ Regional Commercial Mixed Use Tukwila Urban Center ▪ Tukwila Valley South Feet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. SW 7TH ST 0 W N *� •.*t if oein Company /,1 v -Wind Tunnel +.•...,...rye 1` 1 i LP1 Boeing Company \>N Store #9-51 I L Boeing Company : FS, tore #DC Main .p+ 'p 1 ® 4 • Oi — L S 136TH ST — S 142\ID ST II S 146TH ST S 188TH ST S 50 HST s v 1- Hriu- ENDERSO ST r..z — s� iA 5 14,4TH ST .' - ` Westfield Southcenter 5 166TH ST 1} • Li., 16 TH ST ; 1 - CHA Tukwila LLC J r I s 17otH 1 w (Doubletree Suites) > a. >� —� / ii > ~ li w a 172ND ST — u LL, 0 > 0 x MINKL R BL D 11 ¢. SW 34TH ST S 173RD n I-. , r. JI S 1STH ST / ° " o¶S176Tsr n " w z r , h 11 ShastaIBeverages m �_ . 0 �' SW 41STST- I 1�1 \ i Ni _J 180TH Si 51 ;43RD ST Ir 8dNb \ 1 "l 11l� °,tier.=:a', II Y' REN z Lo J I - T)O1RDI 5A3 ND ST S1/SUNSET BLVO CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO I ram., Legend Large Wastewater Customers Roadways Parcels Tukwila City Boundary Tukwila Sewer Service Area Water Body Feet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. S 16TH .T S a92ND-ST Figure 3.2 Large Wastewater Customers CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE STRANDER BLVD S 204TH ST S 212TH ST 1 CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO Metered water consumption was provided from 2014 to 2019 for each large wastewater customer. In general, average annual water use data was used in conjunction with an assumed ratio of potable water consumed to wastewater generated. This ratio typically ranges from 40 to 90 percent, but it is heavily dependent on land use type and individual wastewater producer. In general, a water to sewer ratio of 0.9 was applied to estimate flows for these large wastewater customers, with the following exceptions: Hilton Hotels (Embassy Suites)/CHA Tukwila LLC (DoubleTree Suites): Flow monitoring data in late 2020 and early 2021 captured wastewater flows during a period when hotel occupancies were lower due to the impacts of COVID 19. Hotel occupancy rates were down approximately 32 percent during COVID 19 (Forbes, October 2020). The existing estimated wastewater flow determined using the water to sewer ratio of 0.9 was reduced an additional 32 percent accordingly. Shasta Beverages: A large portion of the water used by Shasta Beverages goes directly into beverage production with no contribution to wastewater flows. The City captures water used for bottling purposes through a separate 'deduct' flow meter. Flows captured by this 'deduct' meter were subtracted from the total water consumption, with the remaining metered consumption assumed to be equal to wastewater production. Table 3.2 summarizes historical average water consumption, estimated existing average wastewater production, and the flow monitoring basin for each large wastewater customer. Table 3.2 Large Wastewater Producer Flows Large Wastewater Customer Flow Monitoring Basin Average Water Use (gpd) Estimated Average Wastewater Flow (gpd) Westfield Southcenter Shasta Beverage Boeing Company Store #DC Main Boeing Company Store #9-51 Boeing Company -Wind Tunnel Hilton Hotels (Embassy Suites) CHA Tukwila LLC (DoubleTree Suites) Seafood City Canyon Estates Condo Association Terrace Apartments Canyon Estates Unmetered 1 110,320 99,210 104,520 25,850 Unmetered 88,600 79,750 Unmetered Unmetered 3 Unmetered Unmetered Unmetered Unmetered 4 24,880 26,280 28,920 26,420 18,970 23,710 22,390 23,650 17,700 16,170 17,070 21,340 19,970 17,970 23,710 21,340 Notes: gpd - gallons per day. 3.3.3 Planning Wastewater Flow Factors Relationships between land use and wastewater generation, planning wastewater flow factors, were established from the flow monitoring data to project and allocate future flows to the sanitary sewer system. Planning flow factors establish a value for average wastewater flow generated for each land use designation. Existing flow factors were developed from flow monitoring data. Future flow factors were established to account for growth from development of vacant lands and redevelopment potential. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 3-6 CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO 3.3.3.1 Flow Factors Development Methodology Wastewater flow factors are area -based rates, typically expressed in gpd/ac, applied to the gross or net acreage for calculating average daily wastewater flow generated from a particular land use. Flow factors were developed for each land use designation. The flow factors provide a means to transform land use into wastewater flows that can be allocated to the appropriate locations during model development. Wastewater flow factors for residential areas can range from 200 to 3,000 gpd/ac, depending on density, while commercial and industrial areas can range from 500 to 2,500 gpd/ac, with large variations dependent on the type of commercial or industrial activity. Vacant lands, open space, and railroads are assumed to generate negligible amounts of wastewater flow and were assigned a flow factor of zero. Existing wastewater flow factors were developed using the following procedure: Average dry weather flows for each flow monitoring basin were taken from the flow monitoring data, as discussed in Chapter 2, and shown in Table 3.1. • Contributing flows from large wastewater customers located in individual flow monitoring basins were subtracted from the total ADWF for that basin, as shown in Table 3.3. • Total acreage by land use type was calculated for each flow monitoring basin. Acreage associated with large wastewater customers was removed from the appropriate land use designation. • Acreage from vacant lands and areas assumed to not contribute to wastewater flows were removed from the appropriate land use designation. • Preliminary flow factors were assumed for each land use type based on typical industry standard values. • Factors for each flow monitoring basin were then adjusted and balanced within a reasonable amount based on engineering judgment until the calculated average flows from each basin matched what was measured during the flow monitoring period. • Weighted average flow factors for each land use type were calculated based on the acreage contributing from each flow monitoring basin after balancing flow factors for all flow monitoring basins. Weighted average flow factors were deemed representative of wastewater generation by land use for the City as a whole and were used to project future average wastewater flows throughout the entire sewer service area. • The area associated with the Starfire Sports complex, Fort Dent Park, and Foster Golf Links was assigned a flow factor of 200 gpd/ac to reflect the limited intensity wastewater generation associated with these areas. • The parcel area associated with Thorndyke Elementary School in basin 4 was assigned a flow factor of 500 gpd/ac based on the number of students and typical values of wastewater generation per student. 3.3.3.2 Dry Weather Flow for Flow Factor Development For flow monitoring basins with large wastewater customers, wastewater contributions from these individual customers were removed from the ADWF determined from flow monitoring to better understand wastewater contributions for the rest of the system. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 3-7 CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO Table 3.3 summarizes the existing ADWF by flow monitoring basin with contributing flows from the large customers removed. Table 3.3 Existing ADWF in Flow Monitoring Basins Basin 2 3 4 Total ADWF (mgd) 0.04 Large Wastewater Customer Flow (mgd) 0.07 0.02 ADWF All Other Customers (mgd) 0.04 0.05 5 6 0.19 0.15 0.06 7(1) 0.69 0.02 0.17 0.15 0.06 0.69 Notes: (1) This basin includes flow from the Seattle Public Utilities (SPU) sanitary system. 3.3.3.3 Existing Flow Factors Table 3.4 presents the weighted flow factors and total developed land contributing wastewater flows within the flow monitoring basins. Specific flow factors developed for each flow monitoring basin can be found in Appendix F. Table 3.4 Existing Flow Factor Summary Land Use Low Density Residential Medium Density Residential High Density Residential Office Residential Commercial Center Mixed Use Office Light Industrial Heavy Industrial Commercial Light Industrial Regional Commercial Mixed Use Tukwila Urban Center Total Developed Area in Flow Monitoring Basins (acres) 124 12 41 13 0 0 109 106 38 394 Tukwila Valley South 55 Existing Wastewater Flow Factor (gpd/ac) 1,830 2,100 2,640 1,000 1,230(1) 1,500 520(2) 750 520 1,230 860 200 Notes: (1) Flow factor set equal to flow factor determined for regional commercial mixed use. (2) Flow factor set equal to commercial light industrial land use. As noted in Table 3.1 and Chapter 2, basin 7 receives external flows from SPU. For this basin, flow factors were not calibrated specific to the basin and were based on the weighted factors developed for basins 1-6 shown in Table 3.4. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO Table 3.5 compares the estimated ADWF determined from the calibrated flow factors for each basin against the measured ADWF with large wastewater customer flows removed. For basin 7, the measured ADWF shown is equal to the estimated ADWF based on the weighted flow factors, with the remaining 0.63 mgd measured during flow monitoring assumed to be attributable to flows from SPU. Table 3.5 Measured and Estimated ADWF by Flow Monitoring Basin Flow Monitoring Basin 2 3 4 5 6 Measured ADWF(1) (mgd) 7(2) Total 0.39 0.04 0.05 0.17 0.15 0.06 0.06 Estimated ADWF (mgd) 0.39 0.04 0.05 0.17 0.15 0.06 0.06 0.91 0.91 Notes: (1) Excludes large wastewater customer flows. (2) Measured ADWF set equal to estimated ADWF determined using weighted flow factors for basins 1-6. Measured ADWF for entire basin equal to 0.69 mgd. Remaining flow assumed to come from SPU system. 3.3.3.4 Future Planning Flow Factors Existing weighted average flow factors were increased to account for redevelopment potential and development of existing vacant lands. Assumptions for future flow factor increases were made consistent with the water system planning efforts. For low density residential land uses, new developments on vacant lands were assumed to be a mix of 55 percent multifamily and 45 percent single family uses, based on historical account data reviewed for the water system planning effort. The future low density residential land use factor was calculated as the weighted average of the existing medium density residential factor (55 percent weight) and the existing low density residential factor (45 percent weight), resulting in an increase of 450 gpd/ac from 1,830 gpd/ac to 2,280 gpd/ac. Future flow factors for medium and high -density residential land uses were increased by the same magnitude. For nonresidential land uses, with the exception of Tukwila Valley South, it was assumed that 30 percent of new development will have a 50 percent higher intensity use, and 50 percent higher flow factor than existing, and the remaining 70 percent of new development will have the same flow factor as existing. The area encompassed by the Tukwila Valley South land use designation currently has only limited development and is zoned for commercial services, offices, light industry, and warehousing, with some provisions for retail and mixed -use residential development. However, in the future, this area is anticipated to develop with higher intensity uses. This area is part of a special Comprehensive Plan overlay, with a vision for a multi -use regional employment center that includes office, commercial, residential, and retail land uses. To account for this higher intensity development potential, a future flow factor of 3,330 gpd/ac was assigned, equal to the combined existing flow factor for medium density residential and regional commercial mixed used land use designations. Table 3.6 summarizes the flow factors used to project flows in the collection system. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 3-9 CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO Table 3.6 Future Flow Factors Land Use Future Wastewater Flow Factor (gpd/ac) Low Density Residential Medium Density Residential High Density Residential Office Residential Commercial Center(1) Mixed Use Office Light Industrial(2) Heavy Industrial Commercial Light Industrial Regional Commercial Mixed Use Tukwila Urban Center Tukwila Valley South 2,280 2,550 3,090 1,150 1,410 1,720 590 860 590 1,410 980 3,330 Notes: (1) Flow factor set equal to flow factor determined for regional commercial mixed use. (2) Flow factor set equal to commercial light industrial land use. 3.4 Projected Dry Weather Flows 3.4.1 Land Use Based Projections Future projected dry weather flows were based on the future land use, assuming all parcels currently determined to be vacant will be fully developed at build -out. The flow factors presented in Table 3.6 were applied to future build -out land use acreage to project the additional wastewater flow generated from infill and new development. Future wastewater flows were developed for each parcel currently in the sanitary sewer service area. Flows were separated between existing and growth flows. Existing flows determined from the flow monitoring data and existing planning flow factors remain the same in the future. Growth flows correspond to anticipated future flows from vacant parcels and redevelopment. Vacant parcels were assigned future planning flow factors to estimate additional future flows from infill and redevelopment. Each parcel's existing land use classification was compared with the future land use classification from the Comprehensive Plan: Parcels that are currently developed will remain unchanged with no additional growth flow assigned. Vacant parcels are assigned additional flows based on the future flow factors for the corresponding land use designation. Parcels associated with railroad uses were assumed to remain unchanged and contribute no flow to the sanitary sewer system. Parcels with hotels and motels had their flow factor increased to account for return to pre-COVID occupancy rates. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 3-10 CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO 3.4.2 Large Consumer Projections Projections for large wastewater consumers were made consistent with water system planning efforts. The historical average water consumption for most large wastewater customers remained steady for the data examined from 2014 to 2019. Correspondingly, average wastewater production was assumed to remain unchanged, except for Shasta Beverages, Hilton Hotels (Embassy Suites), and CHA Tukwila LLC (DoubleTree Suites). Shasta Beverages currently has two bottling lines and is planning to expand to three bottling lines by 2021. Consistent with the water system planning efforts, it was assumed the expansion will result in a 150 percent increase in future wastewater flows. Future wastewater production for Hilton Hotels (Embassy Suites) and CHA Tukwila LLC (DoubleTree Suites) was assumed to be 90 percent of historical average water consumption to account for a return to pre-COVID occupancy rates. No new future large wastewater consumers were planned for in the future. Table 3.7 summarizes future flow projections for the large water consumers. Table 3.7 Large Wastewater Customer Future Flow Projections Large Wastewater Customer Westfield Southcenter Flow Monitoring Basin Unmetered Shasta Beverage Boeing Company Store #DC Main Boeing Company Store #9-51 1 Unmetered Unmetered Boeing Company -Wind Tunnel Hilton Hotels (Embassy Suites) CHA Tukwila LLC (DoubleTree Suites) Seafood City Canyon Estates Condo Association Terrace Apartments Canyon Estates Unmetered 3 Unmetered Unmetered Existing Average Wastewater Flow (gpd) 99,210 25,850 Future Average Wastewater Flow (gpd) 99,209 38,770 79,750 79,750 22,390 23,650 17,700 16,170 17,070 22,390 23,650 26,060 23,780 17,070 Unmetered 21,340 21,340 Unmetered 4 17,970 21,340 17,970 21,340 3.5 Dry Weather Flows Summary Existing ADWFs for the unmetered portions of the sanitary sewer system were determined using the weighted flow factors determined from the flow monitoring program. A 10-year ADWF was projected assuming the same system growth rate established in the water system planning efforts, 1.8 percent per year. Projected demographic trends were developed using data provided by the Puget Sound Regional Council (PSRC) as well as the City's vacant parcels information. PSRC publishes population, household, and employment projections by census tracts. The projections include the total population and number of employees in each census tracts for the following years: 2020, 2025, 2030, 2035, and 2040. For more details on methodology see Section 4.4 of the Comprehensive Water Plan 2020 Update. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 3-11 CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO Build -out flow projections were developed by applying future flow factors to vacant lands to capture infill and new development, assuming all vacant lands are fully developed. Flows for existing developed parcels were unchanged. Table 3.8 summarizes existing ADWF and projected 10-year and build -out ADWF by drainage basin for the entire sanitary sewer service area. Drainage basins are shown in Appendix H. Table 3.8 ADWF Projection Summary Drainage Basin No. Existing ADWF (mgd) 10-Year ADWF (mgd) Build -Out ADWF (mgd) 1 0.08 0.09 0.10 2/18 0.34 0.41 0.43 3 0.03 0.04 0.05 4 0.18 0.21 0.23 5 0.12 0.14 0.17 6 0.02 0.02 0,02 7 0.12 0.15 0.23 8 0.19 0.23 0.23 9 0.08 0.10 0.12 10 0.01 0.02 0.02 11 0.06 0.07 0.07 12 0.07 0.09 0.09 13 0.39 0.46 0.64 14 0.004 0.005 0.69 15 0.04 0.04 0.04 16 0.11 0.14 0.14 20 0.19 0.22 0.23 22 0.07 0.08 0.20 23 0.12 0.13 0.13 24 0.28 0.34 0.34 Total 2.50 2.99 4.17 ADWF for the sanitary sewer service area is expected to increase by 20 percent in the next 10 years, from 2.5 to 3.0 mgd, and increase by nearly 70 percent at build -out to 4.2 mgd. Over half of the projected growth anticipated to occur by build -out is concentrated in the southern portion of the City in Drainage Basin No.'s 13 and 14. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO 3.6 Existing Wet Weather Flows Wet Weather Flow (WWF) includes two components: 1. Inflow and Infiltration (1/1): The stormwater I/1 response in the sewer system to rainfall is seen immediately (inflow) or within hours after the storm (infiltration). 1/1 is described further in Chapter 2, Section 2.3.2. 2. Groundwater Infiltration (GWI): Wet weather GWI is not specific to a single rainfall event, but rather to the effects on the sewer system over the entire wet weather season. The depth of the groundwater table rising above the pipe invert elevation causes GWI. Sewer pipes within close proximity to a body of water can be greatly influenced by groundwater effects. GWI may occur throughout the year, although rates are typically higher in the late winter and early spring in the Pacific Northwest. 3.7 Projected Wet Weather Flows Peak wet weather flows in a sewer system, can be more than 10 times the base flow, causing utilities to construct high -capacity infrastructure to convey and treat these extraneous flows. This section describes the methodology used for developing existing and future peak flow projections within the City's sanitary sewer system, which was subsequently used for performing the capacity analysis as described in Chapter 5. 3.7.1 Design Storm Design storms are rainfall events used to analyze the performance of a collection system under peak flows and have a specific recurrence interval and rainfall duration. The National Oceanic and Atmospheric Administration (NOAA) publishes isopluvial (rainfall contour) maps that can be used to approximate the total rainfall depth for a range of design storms. In Washington, the 5-year, 24-hour design storm is typical for use with modeling wet weather flows in collection systems. Total rainfall for the 5-year, 24-hour storm for the Tukwila area is predicted to be 2.5 inches. Essentially, this design storm has a 5 percent chance (1/20) that 2.5 inches of rain will fall in any 24-hour period each year. For the distribution of the design storm, it is possible to utilize a synthetic distribution or to establish a custom distribution based on historical data. The Natural Resources Conservation Service (NRCS), formally known as the Soil Conservation Service (SCS), method is typically used to distribute the rainfall volume and establish a peak intensity over a given storm duration. The NRCS method includes the use of developed normalized rainfall hyetograph distribution curves based on the storm's geographical location. However synthetic distributions for the design storm often result in peak flows that do not represent the intensity of storms that are typically seen. The NRCS distributions would result in a storm intensity that is relatively high for the area and would result in over -conservative design recommendations due to these inflated peak flows. The alternative was to develop a custom design storm based on historical storm events that have occurred in Tukwila, and to utilize a distribution that resulted in lower intensities but equivalent volumes to the design storm. The January 1 to January 4, 2021 storm event distribution was used as the basis for the City's custom design storm. The 2.5-inch NOAA 5-year, 24-hour design volume was applied to the City's custom design distribution to produce the custom design storm. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 3-13 CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO Figure 3.4 shows the custom design storm used for the capacity analysis. The custom storm resulted in a peak rainfall intensity of 0.30 inches, compared to the NRCS peak intensity of 0.39 inches. As shown, antecedent rain was included before the 2.5-inch, 24-hour storm. The purpose of including the antecedent rain was to mimic typical rainfall patterns in the region and to ensure that the peak flows through the system were appropriately conservative for planning. By using the custom distribution, excessive peak intensities were avoided. However, to ensure that the custom distribution provided conservative enough estimates of peak flows for planning, the antecedent rainfall was included prior to the design storm event. 0.350 0.300 0.250 _- 0.200 - 0.150 0.100 ::i' ALA 12/26/2020 12/29/2020 1/1/2021 1/4/2021 1/7/2021 Historical Design Storm Figure 3.4 Historical 5 Year Design Storm 3.7.2 RDII Assumptions for Future Service Areas To predict future peak flows, RDII in the future service area must be defined. The increased I/I rate caused by the degradation of existing infrastructure was assumed to offset the lower Orates of future new developments. For this reason, RTK parameters were left unchanged from the calibrated values, and new developments were assigned RTK parameters based on existing flow monitoring basins. 3.7.3 Existing and Projected Peak Wet Weather Flows The peak wet weather flow (PWWF) represents the maximum hourly flow rate under the selected design storm and growth conditions. Components of the design flow include the ADWF predicted for the scenario and the peak RDII rate predicted by the model using the assumptions described above. To develop the design flows in the hydraulic model, the design storm is routed through the model and the resulting RDII from existing and future development creates the PWWF. Estimated PWWF at each flow meter for the various planning scenarios are summarized in Table 3.9. The modeled system did not include all the City's service area. PWWFs for the entire system were estimated based on the modeled system peaking factor and the total system DWFs, shown in Table 3.10. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 3-14 CHAPTER 3 - FLOW PROJECTIONS DECEMBER 2024 / FINAL / CAROLLO Table 3.9 Flow Projection Summary by Flow Monitoring Basin Flow Monitoring Basin SS00789 SS01989 Existing ADWF (mgd) 0.09 0.18 10-Year ADWF (mgd) 0.10 0.18 SS01318 1.11 1.30 SS01105 0.81 0.85 Build -Out ADWF (mgd) 0.10 0.31 1.83 0.97 SS30316 5.46 5.89 7.49 SS30129 0.73 SS30144 0.31 0.78 0.38 0.83 0.42 3.8 Summary Table 3.10 presents the total projected ADWF and PWWF for the three planning periods for the modeled system and whole collection system. Modeled system peak flows were estimated as the peak hourly rate during the design storm. The peaking factor, a ratio of PWWF to ADWF, was used to calculate the PWWF for the total system, which includes areas outside of the model. Table 3.10 Flow Projection Summary Planning Year ADWF (mgd) PWWF (mgd) Peaking Factor Existing Modeled System Existing Total System 10 Year Modeled System 10 Year Total System Build -Out Modeled System Build -Out Existing Total System 1.74 2.50 2.02 2.99 2.54 4.17 9.08 13.08 9.94 14.71 12.43 20.42 5.2 5.2 4.9 4.9 4.9 4.9 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 3-15 CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO CHAPTER 4 EXISTING SYSTEM 4.1 Introduction This chapter presents an overview of the City's existing sewer system and summarizes the inventory of piping and pump stations in the City's current collection system. This chapter also presents a brief discussion on selected administrative and planning issues related to operations and future expansion which this Comprehensive Sanitary Sewer Plan has been prepared. This chapter relies on the information provided by City staff and the City's 2015 Sewer System Plan Update. The City owns and operates the wastewater collection system. As of the end of 2023, the City has 1,876 sewer connections. The system currently consists of 20 drainage basins. Ten lift stations and approximately 39 miles of sewers carry wastewater flows to a total of 25 connections with King County Wastewater Treatment Division (WTD) trunk lines. The City also discharges to the City of Seattle system, which is ultimately conveyed to the King County system. The City has an agreement with King County WTD for conveyance and treatment of the City's wastewater at the South Wastewater Treatment Plant (Appendix G). The City's existing system is illustrated in Figure 4.1 and Appendix H. A schematic of the collection system Drainage Basins is shown in Figure 4.2. The schematic shows how the flow from the various drainage basins connects with the major King County trunk lines and interceptors leading to the King County East Plant. Connections to other sanitary systems and pump station are also captured in the schematic. 4.2 Existing Sewers The City has approximately 38.8 miles of sewer lines. Pipe diameters range from 4 to 36 inches, and the pipe material is mostly concrete. An inventory of the existing sewers in the City's system, excluding private laterals, is provided in Table 4.1. The existing sewer data comes from the GIS database provided by the City in April 2020. The GIS database includes two diameters and two materials columns. Most of the data shows the same information. However, in some instances the two columns on the same pipe segment differ. This is captured in the "Different To Diameter and From Diameter" or the "Different To Material and From Material" respectively in Table 4.1. 4.3 Lift Stations The City owns and operates 10 lift stations as illustrated in Figure 4.1. Table 4.2 summarizes the location and key features of each station as provided by the City. Site visits were not performed as part of this project. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 41 Commercial Center Lift Station (No. 9), S 136TH ST 5142VD ST 5 146TH ST Aka S 156TH WAY S 148TH ST S 173D 5 188TH ST S 200TH ST ENDERSO 172ND ST 5TH ST • Foster Point♦ Lift Station (No. 8) 8) \ • Interurban' S (King County) ♦ ♦ Lift Station No. 12 12 Lift Station LNQ._2 S /SUNSETg Lift Station No. 3 -4, 5 /8, . Sy i i S 43RD ST it ♦ q { Lift Station � a.�� �No.4 0 Lift Stott n•s+� .♦.•!,M W / No 11�,�� S 190THIN H 5' 1� de SST - koy' >_ 0 o I S16THST L o 40F21 5 204TH ST S 212TH ST CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO Roadways Tukwila City Boundary Tukwila Sewer Service Area Water Body Connection to SPU Connections to King County King County South Treatment Plant King County Lift Station King County Sewer Main Tukwila Lift Station • • Tukwila Force Mains Tukwila Gravity Sewer Pipelines by Diameter 6" or Less 8" 10" or Greater Unknown Diameter Drainage Basin 3 4 5 6 7 8 9 10 11 12 13 14 15 16 20 22 23 24 2/18 Feet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. SW 34TH ST Zrj SW 41ST ST 5 208 H ST Figure 4.1 Existing Sewer System CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 23 •• BNSF RR PS 2 LL TCP PS No. 9 1 24 co • 666 20 LS No. 10 King County WTD Interceptor (48") 15 LS No. 8 2 8" gravity 2/18 King County WTD trunk line (54") King County WTD trunk line (42") 10. LS No. 5 3 LS No. 6 4" FM 8" gravity Figure 4.2 Collection System Schematic > 0) 666 4 8 LS No. 12 6 0) 9 > rn co > 0) 22 18" 24" to Seattle Sewer system 11 LS No. 3 2 to Renton 10 4 > c0 0) N CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO 16 to Valley View Sewer District 12 E 0 4 i i : iu: King County WTD trunk line Interceptor to King County East Plant CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 4-3 CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO Table 4.1 Existing Pipe Lengths by Diameter and Material Diameter Size Concrete Ductile Iron PVC Unknown Different "To Material" Total Total System and "From Material" (feet) Percent (%) 4-inch 0 1,035 0 1,833 12 2,879 1.4% 6-inch 5,892 150 5,109 125 54 11,331 5.6% 8-inch 62,893 1,679 44,151 100 6,772 115,595 57.3% 10-inch 1,736 16 70 0 137 1,959 1.0% 12-inch 25,402 2,334 4,998 50 3,684 36,468 18.1% 14-inch 577 0 0 0 0 577 0.3% 15-inch 2,131 0 1,629 0 1,036 4,796 2.4% 18-inch 3,197 2,382 0 0 221 5,800 2.9% 20-inch 1,509 4,874 0 0 426 6,809 3.4% 21-inch 2,340 0 0 0 0 2,340 1.2% 24-inch 1,751 1,286 0 0 201 3,238 1.6% 30-inch 2,287 0 0 0 399 2,687 1.3% 36-inch 736 0 0 0 0 736 0.4% Unknown 50 0 0 1,010 0 1,060 0.5% Different "To Diameter" and "From Diameter" 3,285 600 371 0 1,145 5,401 201,674 1100.0% 2.7% Total (feet) 113,785 14,355 56,328 i 3,119 14,088 100.0% Total System Percent (%) 56.4% 7.1% 27.9% 1.6% 7.0% Notes: PVC - polyvinyl chloride. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 4-4 CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO Table 4.2 Lift Stations Lift Station 2 3 4 5 6 8 9 10 11 12 Drainage Basin No. 13 11 13 3 3 15 1 20 14 8 Pump No. hp 10 Rated Capacity (gpm) 1,250 2 10 1,250 3 10 1,250 1 2 1 2 1 3 1 2 3 3 7.5 7.5 3 3 5 5 120 120 250 250 270 270 260 260 THD (feet) 25 21 42 Firm Capacity (gpm) 1,600 100 250 Pump Model 6NHTA VFB 4NWTLH M3-6 4NNDHRH VM 7.5-6 Pump Manufacturer Cornell Cornell Cornell Year Constructed / Rehabilitated 1987 Emergency Power Yes On -Site 2013 Rebuilt Yes Plug -In 2009 Yes Plug -In Location 1105 Andover Park West 550 Minkler Boulevard 6790 Todd Boulevard 26 120 r 4NNT-5-4 Cornell 2000 Rebuilt Yes 6830 Fort Dent Way On -Site 30 1 2 110 2 2 110 29 1 5 400 2 1 5 400 3 140 2 3 140 1 10 1,150 2 10 1,150 3 10 1,150 1 40 2,000 2 40 2,000 28 150 110 400 4NNT-15-4 130-4095-1 4B2A Cornell 2002 Rebuilt Yes On -Site 6820 Fort Dent Way Grundfos 2007 Yes 13359 56th Ave On -Site South Smith and Loveless 25 140 130-4095-10 Grundfos 25 46 2,300 NP3127-421 ITT Flygt 1980 Yes Plug -In 12638 Interurban Avenue South 2007 Yes 12218 51st Place IOn-Site South 2011 Yes On -Site (50kW) Southcenter Parkway 2,000 K254T-CG-5325 Pumpx New pumps in Yes 255 Andover Park 2003 On -Site West Notes: hp - horsepower; gpm - gallons per minute; kW - kilowatt; THD - total hydraulic head. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO 4.4 King County WTD Facilities and City Connections Major King County WTD facilities within the City's existing sewer service area include gravity and force mains of various diameters, as well as the Interurban Pumping Station as shown in Figure 4.1 and Appendix H. King County WTD's South Wastewater Treatment Plant (South Plant) is located outside of the service area just to the east of Drainage Basin No. 3. One major (42-inch diameter) gravity trunk line enters the City's service area at its northern boundary with the City of Seattle and runs along East Marginal Way and Puget Sound Energy's right-of-way to the Green River. From there, wastewater is pumped via two parallel 12-inch force mains that cross the City and then run generally along the eastern City limits to King County WTD's South Plant. A second major trunk line begins as a 48-inch pipe just north of South 118th Street (in the Burlington Northern Santa Fe Railroad [BNSF RR] right-of-way) and runs south to and across the Green River where it changes to a 54-inch diameter pipe. From there it runs adjacent to Interurban Avenue and under the Green River to King County's South Plant. The City has numerous connections with King County WTD trunk lines. The City has an agreement with King County WTD for conveyance and treatment of the City's wastewater at the South Plant (Appendix G). 4.5 Drainage Basins Because of the many annexations that have occurred in the past, the assumptions of sewer service from other providers, the topographic challenges for sewer system design and construction, as well as development pressures, the existing sewer system is particularly complex. Figure 4.3 shows the topography in the City and the gravity main flow direction. The City's sanitary sewer service area is composed of 20 separate drainage basins, shown in Figure 4.1 and Appendix H. Drainage basins delineate large areas of the conveyance system network that ultimately flow to a single location, specifically the King County or Seattle regional system running throughout the City's collection system. Table 4.3 presents a summary of the drainage basins including neighborhood, area, demographics, lift stations, and King County connections. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 41.-6 CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO Table 4.3 Drainage Basins Drainage Basin No. 1 Neighborhood Area (acres) Primary Land Use Commercial Pump Stations King County Connections Miles of Sewer 1.02 Sewer Service Provider Tukwila Foster 189 9 4 2/18 Tukwila Hill 381 Residential - 3 7.04 Tukwila 3 Tukwila Hill 94 Residential 5, 6 - 0.78 Tukwila 4 Tukwila Hill 160 Commercial - - 3.20 Tukwila 5 Tukwila Hill 89 Residential 3 1.29 Tukwila 6 Thorndyke 23 Commercial - 1 0.11 Tukwila 7 McMicken 235 Residential - - 0.00 Valley View 8 CBD 180 Commercial 12 - 2.35 Tukwila 9 CBD 83 Commercial - 3 1.02 Tukwila 10 CBD 134 Commercial - - 0.52 Tukwila and Renton Tukwila Tukwila 11 CBD 96 Commercial 3 1 1.51 12 CBD 133 Commercial - 4 1.24 13 CBD 673 Commercial 2, 4 - 5.27 Tukwila 14 Segale 363 Residential 11 - 0.00 Tukwila 15 Foster Point 55 Residential 8 - 0.57 Tukwila 16 Thorndyke & Cascade View 425 Residential - - 0.00 Valley View 20 Allentown 223 Residential 10 4 4.14 Tukwila 22 Ryan Hill 116 Residential - - 0.97 Tukwila 23 Manufacturing Industrial Center Manufacturing Industrial Center 169 Commercial - - 2 0.00 Tukwila 24 373 Commercial - 0.02 Tukwila Notes: CBD - Central Business District. A general description of each drainage basin is presented in the following sections. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 4-7 0 CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO mi o MEM ' �M1` EgiA 1111 Ink 111110111 IIIIIEM 1111 S 136TH ST S 146TH ST = S 156TH WAY 5 188TH ST S 200TH ST 5 148TH ST vl .� ��.imm \III = issariaa 4TH ST 172ND ST Adrh...... S 204TH ST S 212TH ST BLfro 3RD ST Legend pl - King County South Treatment Plant Tukwila Lift Station Connection to King • County Tukwila Force Mains Gravity Sewer Pipelines Roadways Tukwila City Boundary Tukwila Sewer Service Area Water Body Tukwila Sewer Service Area Elevations Value 500' 0' Feet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. SW 7TH ST w SW 27TH ST 1 3 r J SW 34TH ST W I SW 41ST ST li1 If, r.a., u M MEM 5 208 H ST Figure 4.3 Topography and Gravity Main CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO 4.5.1 Drainage Basin No. 1 Drainage Basin No. 1 is in the vicinity of the Gateway Drive area in the north central part of the City. Its northerly and easterly boundaries follow the 1988 City limits. Its southerly boundary is in the vicinity of 48th Avenue South. A portion of the drainage area is west of Interurban Avenue South. Land use in Basin No. 1 is largely commercial. The area is mostly served by gravity and flows west into the King County WTD trunk lines via connections. The basin also receives wastewater from a portion of Drainage Basin No. 20 via 4-inch force main from the BNSF RR pump station located across the Green River. Pump Station No. 9 serves the Tukwila Commercial Park development and discharges directly to the King County WTD trunk line via a 6-inch force main. 4.5.2 Drainage Basin No. 2/18 Drainage Basin No. 2/18 is also in the north central part of the City. It is bounded on the north and east by the Green River and on the south by South 154th Street. The westerly boundary is irregular, generally following 55th Avenue South, 57th Avenue South, South 147th Street and the easterly boundary of Interstate 5 (1-5) in the northern most reach. The basin is mostly residential with some commercial uses. Most of the basin is served by 8-inch gravity mains. A 12-inch gravity main serves the south end of Basin No. 2/18. This line runs east of and parallel to Interurban Avenue South. It ultimately discharges to the King County WTD trunk line below the Interurban Pumping Station. The remainder of Basin No. 2/18 drains by gravity directly to the King County WTD trunk line and the Interurban Pumping Station. 4.5.3 Drainage Basin No. 3 Basin No. 3 includes Fort Dent Park and the low-lying green belt areas along the Green River. Its boundaries are highly irregular, but generally are as follows: the southern and easterly boundaries are Interstate 405 (1-405) and the City limits, respectively. The Green River bounds the northern most reach of the drainage area and Interurban Avenue South bounds a small reach in the southwest section of the basin between 1-405 and the Green River. There is a small meander of the Green River in the southern part of the drainage area. The area within the Green River meander drains by gravity to the City's Lift Station No. 6. From there it is pumped via a 4-inch force main across the river to an 8-inch gravity main where it then flows by gravity to the treatment plant connection. Lift Station No. 5 pumps wastewater via a 4-inch force main to an 8-inch gravity in Drainage Basin No. 2/18. 4.5.4 Drainage Basin No. 4 Drainage Basin No. 4 is bounded generally by South 147th Street on the north, 57th Avenue South on the west, 1-405 on the south, and on the east by the irregular boundary between 1-405 and South 147th Street, as described for Drainage Basin No. 2/18. The basin includes single- and multi -family units as well as the Tukwila City Hall and several restaurants and office buildings. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 41.-9 CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO Conveyance in Basin No. 4 is provided largely by 8-inch gravity mains. Wastewater is conveyed by gravity to Southcenter Boulevard and across 1-405 via a 12-inch pipe to Drainage Basin No. 8. The City is exploring an additional lift station to eliminate this 12-inch pipe under 1-405 due to maintenance issues. 4.5.5 Drainage Basin No. 5 This drainage basin is located generally adjacent to Basin No. 4. It is bounded on the north by South 114th Street, on the south by 1-405, on the west by 1-5, and on the east by 56th and 57th Avenues South. The basin is in a residential area. Wastewater is conveyed by 8-inch gravity mains to the King County WTD line along Macadam Road South. 4.5.6 Drainage Basin No. 6 Drainage Basin No. 6 is a small basin just to the west of 1-5 and north of State Route (SR) 518. It is bounded on the west by 51 st Avenue South and on the north by South 151 st Street. Sanitary sewer service consists of 8-inch pipelines that discharge directly to King County WTD lines located within the basin. 4.5.7 Drainage Basin No. 7 Drainage Basin No. 7 is just south of SR 518 and west of 1-5. Tukwila International Boulevard forms its short, most westerly boundary and its southern boundary traverses South 160th Street, South 164th Street and South 168th Street. Service to this drainage area is provided by Valley View Sewer District. However, a significant area within the basin is on septic tanks and will potentially be sewered by the City. 4.5.8 Drainage Basin No. 8 Drainage Basin No. 8 covers the Southcenter Shopping Center. It is bounded on the north by 1-405, on the west by 1-5, on the south by Strander Boulevard, and on the east by the Green River. Generally, wastewater is conveyed by 8-, 12-, and 14-inch gravity pipelines to Tukwila's Lift Station No. 12 located at the intersection of Strander Boulevard and Andover Park West. A private lift station discharges into the City's conveyance system in the northwest corner of the basin. Lift Station No. 12 discharges into the King County WTD interceptor at the Strander Boulevard intersection. 4.5.9 Drainage Basin No. 9 This basin is east of Basin No. 8, across the Green River. It is bounded generally by the river on the west, the City limits on the east, and 1-405 on the north. The south boundary is just south of Strander Boulevard. The basin serves light industrial customers. Wastewater flows by gravity via 8- and 12-inch pipelines directly to King County WTD's 36-inch interceptor that leads to its East Plant. 4.5.10 Drainage Basin No. 10 Drainage Basin No. 10 is east of the Green River. It is bounded generally by the southern boundary of Basin No. 9 (extension of Strander Boulevard) on the north, the river on the west, South 180th Street on the south, and the City limits (BNSF right-of-way) on the east. It is comprised of light industrial uses. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 4-10 CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO Sewer service consists primarily of a 120-inch pipeline that flows by gravity from the extension of Minkler Boulevard (Costco Boulevard) to the 360-inch King County WTD interceptor along Strander Boulevard. 4.5.11 Drainage Basin No. 11 This basin is located southeast of the Southcenter Shopping Center. It is bounded by Strander Boulevard on the north, the Green River on the east, and Minkler Boulevard on the south. The western boundary is roughly halfway between Andover Park West and Andover Park East. Basin No. 11 is made up of largely commercial and light industrial uses. Wastewater from customers in the southeast corner of the basin is conveyed by 8-inch gravity mains to the City's Lift Station No. 3 located near the City Shops. Lift Station No. 3 pumps wastewater via a 4-inch force main to an 8-inch gravity line in Andover Park East that then flows north to a 10-inch main and hence to the King County WTD interceptor on Strander Boulevard. 4.5.12 Drainage Basin No. 12 This basin is located directly south of the Southcenter Shopping Center, between Strander and Minkler Boulevards. On the east, Basin No. 12 is adjacent to Basin No. 11. The western boundary of Basin No. 12 starts at a point on Minkler Boulevard that is about 1,200 feet west of Andover Park West. From this point, the boundary line extends north for a distance of about 1,400 feet, where it then turns west to 1-5. The basin consists of office buildings and commercial and light industrial development. It is served by 8-, 10-, and 12-inch sewers. Wastewater generated in the area flows by gravity to the King County WTD interceptor on Strander Boulevard. 4.5.13 Drainage Basin No. 13 Drainage Basin No. 13 is the largest in the City's sanitary sewer system. It serves all of the southern area of the City below Minkler Boulevard to the Green River on the east and to the vicinity of South Glacier Street on the south. The western boundary is 1-5. Uses in the area include commercial light industrial and heavy industrial. The Shasta Bottling Plant and Costco Food Plant are located in this basin. Conveyance in Basin No. 13 consists of 8-, 10-, 12-, 15-, and 18-inch pipelines. Lift Station No. 4 collects wastewater from the southeast corner of the basin and pumps it north across the Green River via a 6-inch force main to the gravity sewer system on South 180th Street. Most of the sewers in Basin No. 13 flow by gravity to the City's Lift Station No. 2 located at the intersection of Minkler Boulevard and Andover Park West. Lift Station No. 2 pumps wastewater to the 21-inch gravity sewer along Andover Park West in Drainage Area No. 12 that eventually flows to the King County WTD interceptor in Strander Boulevard. The wastewater flow generated in this area is pumped via Lift Station No. 4 to the existing 12-inch gravity line within the basin and ultimately to the King County WTD interceptor in Strander Boulevard. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 4-11 CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO 4.5.14 Drainage Basin No. 14 Drainage Basin No. 14 is at the very south end of the City and is bounded by the Green River on the east, 1-5 on the west, and generally South 188th and 204th Streets on the north and south, respectively. The area is currently under development by Segale Properties. As part of this development, a gravity sewer was constructed from the vicinity of 20Oth Street north to connect with the existing system at the corner of Minkler Boulevard and Southcenter Parkway. Lift station No. 11 is located approximately at the midpoint of this gravity sewer to prevent excessive depths, flat sewer slopes or both. This lift station discharges wastewater to the Lift Station No. 2. 4.5.15 Drainage Basin No. 15 This is a small basin that consists largely of the Foster Point area. This area was sewered in 2007 and mostly consists of 8-inch sewers. The sewers drain to Tukwila's Lift Station No. 8 located on 56th Avenue South. The Lift Station No. 8 discharges via a 4-inch force main to the King County WTD interceptor. 4.5.16 Drainage Basin No. 16 Drainage Basin No. 16 is served entirely by Valley View Sewer District. A small area in the eastern sector of the new drainage, between 51 st Avenue South and 1-5, remains on septic systems. 4.5.17 Drainage Basin No. 20 Drainage Basin No. 20 consist largely of the Allentown area of the City. It is bounded by South 116th Street on the north, I-5 on the east, and the Green River on the west and south. The area is largely residential. A 48-inch King County WTD interceptor runs north -south through the basin from South 116th Street to a siphon crossing on the Green River, where it connects to King County WTD's 54-inch trunk line in Drainage Basin No. 1. Eight -inch gravity pipelines in the basin also flow to connections with the King County WTD line. Lift Station No. 10 discharges via a 4-inch force main to the King County WTD interceptor. 4.5.18 Drainage Basin No. 22 Drainage Basin No. 22 serves the residential area of Ryan Hill, bounded generally by 1-5 on the west and south and the City limits on the north and east. Most of the basin is unsewered. Existing service in those portions of the basin that are sewered consists of 8- and 12-inch gravity lines in several locations. These gravity lines drain to the two connections to existing 18- and 24-inch Seattle system that ultimately conveys to the King County system WTD mains located in Martin Luther King Way. 4.5.19 Drainage Basins Nos. 23 and 24 Drainage Basins Nos. 23 and 24 are located on the east and west side of East Marginal Way, respectively, northwest of Basin No. 21. Most of the industrial and commercial customers in these basins are served directly by King County WTD's 42-inch trunk line in East Marginal Way. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 4 - 1 2 CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO 4.6 Existing Domestic or Industrial Wastewater Treatment Facilities The City and surrounding area contain existing domestic or industrial wastewater treatment facilities that have the potential to discharge into the City system or nearby King County interceptors. Table 4.4 lists existing domestic or industrial wastewater treatment facilities located within twenty miles of the service area and within the same topographic drainage basin containing the service area. The table provides the facility name, identification number, facility type and receiving sewer authority. As shown in the table, the majority of treatment facilities discharge into the City of Tukwila system. 4.7 Reclaimed Water The City completed King County's Water Reclamation Evaluation Checklist as part of the Comprehensive Water System Plan. The checklist can be found in Appendix L and identifies the City's largest water users and if they are or could be a potential reclaimed water customer. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 4-13 CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO Table 4.4 Domestic or Industrial Wastewater Treatment Facilities Company(1) Number Authorization Type Date Issued Expiration Date Address City Discharge To Zip Receiving Authority Amazon Services LLC - DWA2 400498-01 Analytical Resources, Inc. 400236-01 Baker Commodities Inc. 7556-05 Bayview Limousine 400448-01 Boeing Defense, Space & Security - Developmental Center 526-08 Boeing Developmental Center 1160-01 Stormwater Treatment Project Boeing Integrated Defense Systems - Military Flight Center 11764-02 CenterPoint Properties - 8801 E 4581-01 Marginal Way Construction Project CMX Medical Imaging 11822-01 Container Properties LLC 4167-03 Crown Cork and Seal Co. Inc. 400180-01 Darwin's Natural Pet Products 1023-02 DW Moore, Inc. - Edge Connex 40256-01 Farwest Paint Mfg. Co. 101171-01 Fatigue Technology Inc. 9714-02 Horizon Ford 400249-01 Industrial Revolution No Control Document Required No Control Document Required Permit No Control Document Required General Type Laboratory Rendering Vehicle Washing 6/1/2021 10/22/2015 8/9/2018 12/21/2018 8/8/2023 102nd St And W Marginal Place S 4611 South 134th Place, Suite 100 5795 S. 130th Place 15701 Nelson Place City of Tukwila West Point 98168 Valley View Sewer District City of Tukwila South Plant 98168 Tukwila City of Tukwila South Plant 98178 Seattle City of Tukwila South Plant 98188 Tukwila Major Discharge Authorization Manufacturing-Misc 11/17/2020 11/16/2025 9725 E. Marginal Way S City of Tukwila Letter of Authorization Letter of Authorization Major Discharge Authorization Letter of Authorization Major Discharge Authorization Construction Dewatering Vehicle Washing Construction Dewatering General Type 7/26/2021 7/28/2017 10/20/2021 9/2/2018 Groundwater Remediation - 2/18/2019 Organics 12/31/2024 9725 East Marginal Way S 4/22/2022 10002 East Marginal Way S 12/31/2022 8801 East Marginal Way S 9/1/2023 2/17/2024 6601 S. Glacier Street 9229 E. Marginal Way S West Point 98108 Seattle City of Tukwila West Point 98108 Tukwila City of Tukwila City of Tukwila City of Tukwila City of Tukwila No Control Document Required Manufacturing-Misc 3/26/2015 18340 Segale Park Drive B City of Tukwila Minor Discharge Authorization Gla-Construction No Control Document Required Zero Discharge (Categorical) No Control Document Required Food Processing -Pet Food 6/22/2021 Construction Dewatering Paint Manufacturing Metal Finishing - Cfr 433 Vehicle Washing 2/20/2020 6/19/2018 8/21/2019 10/26/2015 6/21/2026 2/19/2022 8/20/2024 350 Treck Drive 3429 S 116th St 4522 S. 133rd Street 401 Andover Park E. 11000 Tukwila International Blvd City of Tukwila City of Tukwila City of Tukwila City of Tukwila City of Tukwila 400029-01 No Control Document Required General Type 7/9/2012 5835 Segal Point Drive C City of Tukwila Interlink Supply 101150-01 King County SWD - Bow Lake Transfer Station No Control Document Required General Type 12/7/2016 18436 Cascade Ave. S City of Tukwila 4407-01 Major Discharge Authorization Solid Waste - Transfer Fac 6/18/2017 6/17/2022 18800 Orillia Road South City of Tukwila Madrona Specialty Foods LLC 791-03 Mondo and Sons - Tukwila 639-05 NC Machinery Co. 675-05 Minor Discharge Authorization Minor Discharge Authorization Minor Discharge Authorization Food Processing Food Processing -Meats Vehicle Washing 8/18/2018 4/14/2018 3/14/2021 8/17/2023 4/13/2023 3/13/2026 18475 Olympic Avenue S 1150 Andover Park East 17025 West Valley Highway City of Tukwila City of Tukwila West Point West Point South Plant West Point South Plant 98168 98108 98188 98118 98188 South Plant 98188 South Plant South Plant South Plant 98168 98168 98188 South Plant 98168 South Plant South Plant South Plant South Plant South Plant 98188 98188 98188 98188 98188 Tukwila Tukwila Tukwila Tukwila Tukwila Tukwila Valley View Sewer District Tukwila Tukwila Valley View Sewer District Tukwila Tukwila Tukwila Tukwila Tukwila City of Tukwila South Plant 98188 Tukwila CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 4-14 CHAPTER 4 - EXISTING SYSTEM DECEMBER 2024 / FINAL / CAROLLO Company(1) NC Power Systems Co. Pacific Strapping, Inc. PacWest Energy, LLC - DBA Jacksons Food Stores Penske Truck Leasing Co. LP Prime Now LLC - UWA5 Printing Control Graphics Providence Infusion and Pharmacy Rainier Industries Ltd. Red Dot Corporation RWC Group - Seattle Ryder Truck Rental, Inc. Sahale Snacks, Inc. Segale Properties LLC Shasta Beverages Star Forge Corp., dba Jorgensen Forge Number 674-05 400002-01 400017-01 10032-03 400475-01 400301-01 400044-01 803-03 7866-04 400414-01 400460-01 400489-01 400433-01 7881-02 1122-01 Tukwila, City of - 2020 Strander 40286-01 Boulevard and Andover Park East Sewer Repair United Parcel Service Inc. - Tukwila NC Machinery Co. 715-04 675-05 Authorization Minor Discharge Authorization No Control Document Required No Control Document Required Letter Of Authorization No Control Document Required No Control Document Required Survey Minor Discharge Authorization Permit No Control Document Required No Control Document Required No Control Document Required No Control Document Required Permit Minor Discharge Authorization Gla-Construction Minor Discharge Authorization Minor Discharge Authorization Type Vehicle Washing General Type General Type Vehicle Washing General Type Printing General Type Manufacturing-Misc Metal Finishing - Cfr 433 Vehicle Washing Vehicle Washing Food Processing Vehicle Washing Date Issued 3/13/2021 4/5/2011 Expiration Date Address 3/12/2026 11/30/2011 8/1/2018 5/28/2020 4/19/2016 5/16/2013 7/16/2019 8/11/2021 3/11/2018 8/7/2019 2/1/2021 10/10/2018 Food Processing -Soft Drinks 7/14/2017 Construction Dewatering Construction Dewatering Vehicle Washing Vehicle Washing 6/5/2020 7/1/2020 6/19/2017 3/14/2021 7/31/2023 7/15/2024 8/10/2026 7/13/2022 6/9/2022 6/30/2022 6/18/2022 3/13/2026 17900 West Valley Highway 2922 South 112th Street 13138 Interurban Avenue South 12840 48th Avenue S. 18323 Andover Park W, Bldg 6 1011 Andover Park East 3355 S. 120th Place 18375 Olympic Avenue S. 495 Andover Park East 13123 48th Avenue S. 17850 West Valley Highway 3411 S 120 PI, Suite 100 5811 Segale Park Drive C 1227 Andover Park East 8531 E. Marginal Way S. City City of Tukwila City of Tukwila City of Tukwila City of Tukwila City of Tukwila City of Tukwila City of Tukwila City of Tukwila Discharge To South Plant Zip 98188 Receiving Authority Tukwila South Plant 98168 Valley View Sewer District South Plant 98032 South Plant 98168 South Plant South Plant 98188 98188 South Plant 98168 City of Tukwila City of Tukwila City of Tukwila South Plant South Plant South Plant. South Plant 98188 98188 Tukwila Tukwila Tukwila Tukwila Valley View Sewer District Tukwila Seattle 98168 Seattle 98188 Tukwila City of Tukwila South Plant 98168 Valley View Sewer District City of Tukwila South Plant City of Tukwila South Plant City of Tukwila Strander Blvd And Andover Park E City of Tukwila 550 Andover Park West 17025 West Valley Highway City of Tukwila City of Tukwila West Point South Plant South Plant South Plant 98188 Tukwila 98188 Tukwila 98108 Seattle 98188 Tukwila 98188 98188 Tukwila Tukwila Notes: (1) Existing domestic or industrial wastewater treatment facilities located within twenty miles of the general plan area and within the same topographic drainage basin containing the general plan area. SWD - Solid Waste Division. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 4-15 CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO CHAPTER 5 CONVEYANCE SYSTEM ANALYSIS 5.1 Introduction The City customer base continues to increase through system growth. With the additional customers served, some of the City's sewer infrastructure may reach its conveyance capacity. This chapter presents an evaluation of the available capacity of the existing system to convey current and future sewer flows. Using the City's new wastewater hydraulic model, major pipes and lift stations in the collection system were evaluated against established capacity criteria. The modeled collection system primarily consists of large gravity sewers which represent a skeletonized version of the system. Additional details on the new hydraulic model build and calibration can be found in Appendix I - TM 1 - Hydraulic Model Development. This chapter presents potential deficiencies under both existing, 10-year, and build -out conditions and includes recommended planning level projects that correct capacity deficiencies. 5.2 Design and Performance Standards The City's design storm is a custom 5-year, 24-hour storm; its development is detailed in Section 3.7.1 of Chapter 3 - Flow Projections. This design storm is simulated in the hydraulic model, which is used as the evaluation point for the modeled infrastructure. Defining performance criteria is a critical step in the master planning process because it sets metrics by which the collection system infrastructure will be evaluated to meet service goals set by the City. It is important to differentiate performance criteria from design criteria for judging the performance of collection system infrastructure: ■ Design criteria establish the standards for designing and constructing new sewers and lift stations. ■ Performance criteria establish the standards that are used to analyze adequacy of existing facilities and to trigger infrastructure improvements that meet design criteria. The following sections describe the City's established design criteria and performance criteria used herein. 5.2.1 Conveyance System It is common practice to use a diameter -based flow depth criteria for pipes both when evaluating exiting sewers and designing new sewers. The d/D ratio is defined as the depth of flow in a pipe divided by the pipe's diameter. For the conveyance system, the design criteria and performance criteria are outlined below and shown in Figure 5.1: Performance Criteria: During PWWF for the design storm, water levels were not allowed to surcharge (maximum d/D of 1.0). Pipes and manholes that surcharged and exceeded a d/D of 1 were considered deficient. In Figure 5.1, the hydraulic grade line (HGL) is surcharged and therefore would be considered deficient. Design Criteria: Sewers shall be designed to flow at a maximum d/D of 0.8 at peak flow rates for both existing and build -out conditions. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5-1 Figure 5.1 Design and Performance HGL Criteria 5.2.2 Lift Stations and Force Mains CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO Performance Criteria d/D <1 Any new lift station recommendation will need to follow the City's Sewer Standards for lift stations and force main construction to meet Ecology requirements. Ecology's requirements are outlined below: The firm capacity of a pumping station shall be equal to or greater than the peak hourly design flow. Because mechanical and electrical equipment is typically designed for a 20-year life, it is recommended that the peak design flow be based on a 20-year forecast or greater. The number of pumps selected shall allow the station to provide the peak design flow with the largest pump out of order. The station shall be designed to remain fully operational during the 100- year event. Pumps should be designed for pumping sewage and capable of passing solids at least 3 inches in diameter. Pump suction and discharge should be 4 inches or greater. The City's performance criteria requirements for existing lift stations include firm capacity (i.e. capacity with largest pump out of service) and force main velocities. According to City Sewer Standards, firm lift capacity shall be provided to handle the design storm peak hour flow, also known as the PWWF, from the lift station's tributary area with the largest pump out of service. Therefore, the City's lift stations should have sufficient firm capacity to pump the PWWF during the design storm. The evaluation of existing force mains is based on a maximum pipe velocity of 8 ft/s during the PWWF for the design storm. The design of new force mains should keep the minimum velocity above 2 ft/s to minimize settling. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5-2 CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO 5.3 Gravity Collection System Evaluation A capacity analysis of the modeled collection system was performed using the City's calibrated hydraulic model and using the evaluation criteria outlined above. The capacity analysis entailed identifying areas in the sewer system where the performance criteria for surcharging was exceeded, or where the capacity of lift stations was exceeded. The collection system was evaluated for three planning scenarios: Existing. 10-Year. Build -out. 5.3.1 Key Causes of Deficiencies The calibrated hydraulic model was run with the design storm to determine areas that may be triggering potential capacity deficiencies based on the system performance criteria. The key causes triggering deficiencies in the City's collection system included: • Adverse slopes and misaligned inverts. • Pipe restrictions (a single or few smaller diameter pipes between larger diameter pipes). • Pipe diameter too small to convey the PWWF. 5.3.2 Existing System Potential Deficiencies For the existing planning scenario, the existing PWWF was routed through the hydraulic model. The peak HGL in manholes and gravity pipelines were compared to the established performance criteria. In general, the modeled collection system has sufficient capacity to convey existing flows during the design storm. The existing deficiencies are relatively minor; their locations are shown on Figure 5.2 in red. Additional details can be found in Section 5.3.5. 5.3.3 10-Year System Potential Deficiencies For the 10-year planning scenario, additional contributing area and additional dry weather flow (DWF) were added to the model based on the projected growth identified in Chapter 3 - Flow Projections. In general, system HGL increases with additional flows, however, predicted growth was not significant enough to cause additional areas of surcharging from those identified under the existing scenarios. Additional details can be found in Section 5.3.5. 5.3.4 Build -out System Potential Deficiencies The build -out planning scenario was evaluated in a similar manner to the existing system and 10-year analyses. The build -out condition evaluated whether the sewers would be adequately sized to convey the build -out projected growth. Two additional deficiencies were identified during build -out conditions. The additional projected flows from the vacant areas added significant amounts of flow and caused some minor surcharging at 47th Avenue South and Interurban Avenue South. The build -out deficiencies are shown in red on Figure 5.3. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5-3 0 Nmi NEN LP trim %AMIEI„ENDERso M a 111 3 c 'x S 136TH ST S142\IDST S 146TH ST S S 156TH WAY 5 188TH ST S 200TH ST Commercial Center Gr Lift Station (No. 9)--b 4TH ST TH ST II 5 170 172ND ST Allentown Lift `r' Stati " (No. 10) S1�`� a jFoster Point* ♦ Lift Station k (No. 8) °�♦ • ♦M Lift Station No. 12 Lift Station No. 2 MINKLER S 190TH S� 111;c2 S 204TH ST S 212TH ST CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO Legend Roadways Tukwila City Boundary Tukwila Sewer Service Area Water Body O Deficient Manhole Surcharged Pipeline Unsurcharged Pipeline ▪ Lift Station Force Main Feet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. SwSUNSET BLV0 Lift Station No. 4 5 w z N SW 7TH ST SW 27TH ST SW 41ST ST 5 208TH ST Figure 5.2 Existing System Capacity Deficiencies CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO ■ .i i;\ �..��." nnnnnn S 136TH ST S142\IDST • v • i 1 • m S 146TH ST S 156THWAY ti �r 5 188TH ST S 200TH ST giv Ln 0 N EING rimmitik "I 11111 V MF F,p fill I\ Area 2 .)011114Lik — i Allentown Lift `r' Stati n (No. 10) SI Legend Roadways Tukwila City Boundary Tukwila Sewer Service Area Water Body O Deficient Manhole Surcharged Pipeline Unsurcharged Pipeline ▪ Lift Station Force Main Feet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer. Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. Eli z A L 0 73 tri ■ • Commercial Center GP ST /�`:.v_ - LiftStation-01°A) �� I SLAe�� Foster Point:, t '� Lift Station � � (No.8) • SwSUNSETgtV Interurb`n'rS lir .� (King County) �� � Area 3 Po• ` ; ♦N , � �� •• � i SW 7TH ST 8TH ST a Area 4 I SNon • o 6 5 RAO� H3T� -♦ 15 . $ c �" Lift•Y,� Station s• .•s Area4 +"� I* No. S �♦ 16�rH >T S 166TH ST TH ST II a II IF- Ln 1 151 0 N S 92ND S 173ffD s 172ND ST 5TH ST Station No. 12 Lift Station No. 2 MINKLER VD 1 • 1 ¢¢• l • Lift > w Station I N�o.+3 > • H ■ • • �SW 27TH ST ■ 1 Area 8 ■ • HSR • ... • : 1t■ • • • t4 • � 1 Lift Station M.nw No.11 S 190TH S� ismo CL I Lrim Lift Stal on No.4 0 i!-• S 204TH ST 5 w 0 z N S1 Q I� to w Ln w UUi■ SW 34TH ST 0 w 0 SW 41ST ST 6TH ST m to . to CC 5 208 H ST L J n Figure 5.3 Build -out System Capacity Deficiencies CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE S 212TH ST /, CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO 5.3.5 Potential Deficient Area Details This section describes the potential problem areas identified with the hydraulic model. 5.3.5.1 Area 1 Area 1 experiences surcharging along 47th Avenue South during build -out conditions. The model showed potential manhole surcharging during the design storm at modeled manholes SS30307 and SS30304. This deficiency is caused by capacity limitations through the lower sloped pipelines in the reach, as shown in Figure 5.4. This figure illustrates the maximum HGL with a red line in the pipeline during the design storm. Upsizing is recommended to convey build -out flows without surcharging. However, additional investigation into existing and future influent flows from SPU's system is recommended. This location is heavily influenced by an upstream SPU connection. Little information on the current and future inflow into the City's system is known. no on Distance (ft) Figure 5.4 Area 1 Maximum HGL Profile 5.3.5.2 Area 2 Area 2 experiences surcharging between South 114th and Martin Luther King Jr Way during existing conditions. The model showed potential manhole surcharging during the design storm at modeled manhole SS30924. This deficiency is caused by capacity limitations through the lower sloped pipelines in the reach, as shown in Figure 5.5. Similarly to Area 1, upsizing is recommended to convey build -out flows without surcharging. However, prior to any upsizing additional investigation into existing and future influent flows from SPU is recommended. This location is heavily influenced by an upstream SPU connection. Little information on the current and future inflow into the City's system is known. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5-6 Distance (ft) Figure 5.5 Area 2 Maximum HGL Profile 5.3.5.3 Area 3 CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO Area 3 experiences surcharging along Interurban Ave near the Foster Golf Links, during initial conditions. This surcharging is caused by the adverse sloped pipe SS00949, as shown in the profile view in Figure 5.6. The City conducted a high-level field measurement at that location; however, this was not sufficient to resolve the geographic information system (GIS) inverts discrepancies. Due to the abnormal configuration of this pipe segment, field survey verification of the adverse slope is recommended to confirm configuration and HGL in this part of the system. Distance (ft) Figure 5.6 Area 3 Maximum HGL Profile CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5-7 CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO 5.3.5.4 Area 4 Area 4 experiences surcharging along South 149th Street and South 151st Street during existing conditions. Two separate areas surcharge and each is caused by adverse sloped piping, as shown in Figure 5.7. The City conducted a high-level field measurement at that location; however, this was not sufficient to resolve the GIS inverts discrepancies. Due to the abnormal configuration of this pipe segment, field survey verification of the adverse slope is recommended to confirm configuration and HGL in this part of the system. —N,,. _, —C.ouL.... Distance (ft) Figure 5.7 Area 4 Maximum HGL Profile 5.3.5.5 Area 5 Area 5 experiences surcharging just south of South 152nd Place during existing conditions. This surcharging is caused by the adverse sloped pipe SS00096, as shown in Figure 5.8. The City conducted a high-level field measurement at that location; however, this was not sufficient to resolve the GIS inverts discrepancies. Due to the abnormal configuration of this pipe segment, field survey verification of the adverse slope is recommended to confirm configuration and HGL in this part of the system. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5-9 — — —Wad — Gwune L.M 116 ISO IME leo ,n Distance (ft) Figure 5.8 Area 5 Maximum HGL Profile 5.3.5.6 Area 6 450 CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO Area 6 experiences surcharging at 62nd Avenue South and Southcenter Boulvardd. This surcharging is caused by the adverse sloped pipe SS00083, as shown in Figure 5.9. The City conducted a high-level field measurement at that location; however, this was not sufficient to resolve the GIS inverts discrepancies. Due to the abnormal configuration of this pipe segment, field survey verification of the adverse slope is recommended to confirm configuration and HGL in this part of the system. —W —n.<. —Xua—000.1....i Figure 5.9 Area 6 Maximum HGL Profile Distance (ft) CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5-9 CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO 5.3.5.7 Area 7 Area 7 experiences surcharging at Andover Park West and Tukwila Parkway. This surcharging is caused by the adverse sloped pipe SS10119 and shallow pipes upstream, as shown in Figure 5.10. The City conducted a high-level field measurement at that location; however, this was not sufficient to resolve the GIS inverts discrepancies. Due to the abnormal configuration of this pipe segment, field survey verification of the adverse slope is recommended to confirm configuration and HGL in this part of the system. This project area is just downstream from the 1-405 crossing. The City is considering abandoning the 1-405 crossing and re-routing all upstream flows to a different location in the collection system. This would significantly decrease peak flows to this area. Further details on the 1-405 crossing projects can be found in Section 5.7. :00 no no 260 400.,o SOo WO NO "o TOOMO °50 wo .o IOW IOW Distance Figure 5.10 Area 7 Maximum HGL Profile 5.3.5.8 Area 8 Area 8 experiences surcharging between Andover Park West and Andover Park East, just south of Minkler Boulvard. This surcharging is caused by the adverse sloped pipe SS10082, as shown in Figure 5.11. The City conducted a high-level field measurement at that location; however, this was not sufficient to resolve the GIS inverts discrepancies. Due to the abnormal configuration of this pipe segment, field survey verification of the adverse slope is recommended to confirm configuration and HGL in this part of the system. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5-10 — —Pial. —WDU. «.*l tan 11 5509,0 CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO 1100 Distance (ft) Figure 5.11 Area 8 Maximum HGL Profile 5.4 Lift Station and Force Main Evaluation Ensuring that lift stations have adequate capacity to convey PWWFs is important to prevent sewage overflows at or near lift stations. In accordance with the established performance criteria, the City's existing modeled lift stations were evaluated to determine if each one has available capacity to convey existing and future PWWFs with the largest pump out of service (i.e. its firm capacity). If a lift station has inadequate capacity to pump the PWWFs, the water level in the wet well may rise to the overflow point, spilling sewage. The City's hydraulic model includes six lift stations out of the 10 lift stations located in the collection system. The estimated current and future PWWFs were compared to the six lift station firm capacities. Lift stations with an influent PWWF above the existing firm capacity were flagged as deficient. Table 5.1 summarizes the results of the lift station evaluation. None of the modeled lift stations were found deficient per City's performance criteria. Table 5.1 Lift Station Evaluation Lift Station Name LS #2 LS #3 LS #4 LS #5 LS #11 Firm Capacity (mgd) 2.30 0.14 0.36 0.17 3.31 Existing Modeled PWWF (mgd) 1.07 0.06 0.12 0.07 0.28 LS #12 2.88 1.00 10-Year Modeled PWWF (mgd) 1.20 0.07 0.12 0.08 0.29 Build -out Modeled PWWF (mgd) 1.71 0.07 0.12 0.09 0.71 1.05 1.19 Notes: LS - lift station. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5-11 CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO In addition to lift station capacity, evaluating force main velocities is critical to maintaining their lifespan and ensuring proper facility sizing. Force mains are considered deficient if the maximum velocity under the design storm reaches 8 ft/s. The maximum modeled velocity at each lift station force main is summarized in Table 5.2. All stations have adequate velocity under current and build -out conditions, no improvements are recommended. Table 5.2 Force Main Evaluation Lift Station Name Existing Modeled Velocity (ft/s) 10-Year Modeled Velocity (ft/s) Build -out Modeled Velocity (ft/s) LS #2 LS #3 LS #4 0.46 0.43 5.77 LS #5 0.43 LS #11 4.98 0.48 0.44 5.97 0.50 5.04 1.10 0.44 6.66 0.51 5.21 LS #12 0.52 0.81 0.87 5.5 Inflow and Infiltration Evaluation Inflow and Infiltration (I/1) occur in all sanitary sewer systems. Infiltration is defined as water entering the sanitary sewer system through pipes, joint connections, manhole covers, and walls. Inflow is defined as water discharged to the sanitary sewer system through connections to roof drains, yard drains, foundation drains, and cross connections with storm sewers and combined sewers. The combination of I/1 may be a major portion of the total wastewater flow which is carried by the sanitary sewer system. The City's hydraulic model can be used to estimate peak flows for the different flow monitoring (FM) basins and areas included in the model. The following parameters were calculated to better understand I/1 severity in the collection system: Peaking Factor: Peaking factors are the ratio between peak flow and base sanitary flow and are commonly used for wastewater infrastructure design. These factors are derived by dividing the peak flow by the base sanitary flow for each basin. Due to the prolonged rainy season, wastewater agencies in the northwest typically experience peaking factors from 2 to 10, and in some cases more than 10. Systems with Peaking Factor of 3 or less are often considered as performing well. High Peaking Factors above 5 are typically signs of direct inflow in the collection system. Peak I/1 Rate: The Peak I/1 Rate is the peak flow rate of all non -sanitary flows. Peak I/1 Rates are calculated by subtracting the base sanitary flow from the peak flow for each basin. Peak I/1 Rates are largely dependent on the contributing area of land and are expressed in terms of gpd/ac. The Peak I/1 Rate is calculated by dividing the Peak I/1 flow by the total contributing area of land in acres in each basin. Peak I/1 Rates can range from 1,000 to over 20,000 gpd/ac in areas in the northwest. High Peak I/1 Rates are usually signs of inflow. An I/1 Flow Factor of 1,500 gpd/ac is commonly used for estimating I/1 in areas of new development to reflect improved construction methods and integrity of new materials. Figure 5.12, Figure 5.13, and Table 5.3 summarize the peak I/1 rates and peaking factors per FM basin. Four of the seven basins are within acceptable ranges with no significant I/1 (Peak I/1 Rate below 2,500 gpd/ac for existing areas, and Peaking Factor below 3). Three basins have moderate to significant I/1 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5-12 CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO (FM basins 30316, 30129, and 30144). Note: FM basin 30316 sees flow contribution from SPU as well; the exact contributing area from SPU is based on a high-level estimate and accuracy of the analysis in that location is significantly decreased. Further investigation and understanding of SPU flows to the City's collection system is recommended. Based on the limited and concentrated I/1 issues in the City's collection system, Carollo does not recommend a detailed I/1 reduction study. It is, however, recommended that the City focus its closed-circuit television (CCTV) and repair efforts in FM basin 30129 and FM basin 30144. Table 5.3 Existing 1/I Parameters - Design Storm FM Basin 2 3 4 5 6 7(1) Acreage 873 56 46 129 58 74 Peak I/1 Rate (gpd/ac) 900 1,000 2,400 2,400 10,200 7,900 Peaking Factor 2.8 3.0 2.6 2.7 5.2 12.6 184 25,900 7.9 Notes: (1) The acreage of SPU's contribution is based on a high-level estimate. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5-13 • 11 VEIN= D Nam MOM 1114 ENDERSO S 96TH ST ST �'. .jT S 136TH ST S 140TH ST S 156TH WAY 3 Figure 5.12 I/1 Rate by Flow Monitoring Basin CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5 188TH ST S 200TH ST S 148TH ST S BANG FM30316 FM30129 s 199TH PL 5 204TH ST S 212TH ST CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO tEGER Legend W4 Tc44(v4p kit 1 S 128T v rn Cri -..1 Roadways Tukwila City Boundary Tukwila Sewer Service Area ❑M Flow Monitor O Lift Station • Force Mains Gravity Sewer Pipelines by Diameter 6" or Less 8" 10" or Greater Unknown Diameter Water Body Flow Monitoring Basin I/1 Rate (GPAD) 0 - 2,500 2,500 - 5,000 5,000 - 7,500 MINIM ©7 500 - 10,000 MI 10,000 - 12,500 OIL Greater than 12,500 Unmetered r IFeet I0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. tili alt Adill SW 39 H SW 41ST ST 2ND ST cc 0 m ire! ti MM. U U S 156THWAY NYO V ST H STLE ENDERSO II Commercial Crter Lift Station (No. 9) BUIY Li S BANG FM30316 42 DSTa .. �' „, _ . S 144TH ST l___1 11111111111121111/44 ill lijr N ) I I w Q S 148TH ST a IL H L. ST \ �� .■' 1 SuUTNCE.hrR get D / 158: ` }M�,T '9T II I S 1.2ND ST 1 I cn 5 188TH ST S 200TH ST S 173 II II S166THST .'■.' S 168TH ST S 117p11H ST • ,R S1172ND 1L■..,,• 5 175TH ST iN 172ND ST CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO Foster Point♦ i .� 1 H, Lift Station (No.8) .% • Interurb i eS SW SUNSET ❑M (King County) - _'El \: •♦ n ,• FM30144• • m • ``Lift z` Station 0.,o No_6 FM30129 FM011105 Lift Station No. 12 Lift Station No. 2 s 199TH PL 5 204TH ST S 212TH ST 5 1,35TH ST Lift Station No. 3 Lift Station No.4 SE72 DS Legend Roadways ■ ■ M. • .■■ -..1 Tukwila City Boundary Tukwila Sewer Service Area ❑M Flow Monitor 1111 Lift Station • Force Mains Gravity Sewer Pipelines by Diameter 6" or Less 10" or Greater Unknown Diameter Water Body Flow Monitoring Basin Peaking Factors Below 3.0 3.0 - 5.0 _ 5 or Above Unmetered Feet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy knot implied. SW 7TH S 5 16TH .T 1 SW 27TH ST SW 41ST ST 5 1:2ND ST S5 I7TH 0 z 0 1ST ST_ Figure 5.13 Peaking Factor per Flow Monitoring Basin CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO 5.6 Recommended Collection System Improvements 5.6.1 Improvement Assumptions 5.6.1.1 General Assumptions When an increase in capacity is required, existing sewers can be upsized to a larger diameter pipe, or a parallel or relief sewer can be constructed. For the purposes of this Comprehensive Sanitary Sewer Plan Update, unless otherwise stated, we assumed that a capacity deficient sewer would be upgraded to a larger diameter. The upgraded pipeline generally follows the same slope as the existing pipeline, with the exception where survey data revealed negative or flat slopes in an existing alignment. The proposed pipe diameter for each recommended project represents the ultimate diameter for build out conditions. New sewer pipelines were sized to meet the City's design criteria for new pipes presented in Section 5.2.1. 5.6.1.2 Improvement Project Descriptions Table 5.4 summarizes the recommended improvement project details. The improvement identification number links the figure and table. The columns used in Table 5.4 refer to the following: Project Identification (ID): Assigned unique identifier associated with each improvement project. This is an alphanumeric number that starts with one letter indicating the type of improvement P= Pipe, LS = Lift Station, G = General, and continues with a number and a letter. • Improvement Type: Gravity pipelines, lift stations, lift mains. • Description: Street in which the improvement is proposed. • Basin ID: Sewer basin in which the improvement is proposed. Existing Size: This is the size of the existing pipeline/facility. It represents the diameter of the existing pipelines (inches). Proposed Size: This is the size of the proposed improvement. Length: Estimated length of the proposed improvement (in feet). It should be noted that the length estimates do not account for re-routing the alignment to avoid unknown conditions. • Phase: Phase in which the improvement is recommended. Improvements are recommended either for Short -Term, Mid -Term, or Long -Term. • Reasoning: This section explains the reason why this improvement is proposed and needed (predicted surcharging, flow diversions, known condition issues, I/1 issues). CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5-16 CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO 5.6.1.3 Project Phasing All proposed improvement projects are allocated to Short -Term, Mid -Term, and Long -Term phases based on when the model scenarios predict they are required. The three planning phases are described as follows: Short -Term (2021-2025): Proposed facilities that alleviate deficiencies under existing flow conditions. Medium -Term (2026- 2030): Proposed facilities that alleviate deficiencies under the 2036 planning scenario. • Long -Term (2031 - 2040): Proposed facilities that alleviate deficiencies under the build -out scenario. The projects were phased based on the best available information for how the City will develop moving forward. 5.6.2 Recommended System Improvements This section provides detailed descriptions of the recommended improvements: Project P-1: This project is located in wastewater Basin 22 and consists of upsizing approximately 44 feet of 8-inch diameter sewer to 12-inch diameter sewer located on NW Fargo St between NW 23rd and NW 19th. Project P-2: This project is located in wastewater Basin 22 and consists of upsizing approximately 298 feet of 8-inch diameter sewer to 12-inch diameter sewer located near Division Street between NW 18th and NW 11th Ave. ■ Project G-1: This project is located system wide and entails surveying at Areas 3, 4, 5, 6, 7, and 8. The model predicted surcharging at all these locations, however the accuracy of the GIS at these locations is questionable. All areas had adverse sloped pipes that need to be field verified prior to any capacity improvement projects are recommended or developed. Table 5.4 summarizes the recommended improvement project details, and Figure 5.14 presents the recommended improvement projects locations. The figure and table should be used together to locate the proposed improvements and to gain details of the improvement (length, diameter, street location, etc.). The improvement identification number links the figure and table. Table 5.4 Recommended Pipe Capacity Projects Project ID P-1 Improvement Type Gravity Description Upsizing along NW Fargo St between NW 23rd and NW 19th Ave Basin ID 22 Existing Size (inch) 8 Proposed Size (inch) 12 Length (feet) 44 Phase Long - Term Reasoning System surcharging P-2 Gravity Upsizing near Division St 22 8 12 298 Long- System between NW 18th and NW 11th Ave G-1 General Programmatic surveying of adverse sloped pipes in City GIS All N/A N/A N/A Term surcharging Short - Term System surcharging Notes: N/A - not applicable. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE S 136TH ST S142\IDST S 146TH ST S 156TH WAY 0 5 188TH ST S 200TH ST ENDERSO Commercial Center Gr Lift Station (No. 9) c V Y�� 1IIPTT1 0�■® • 5170 Ij* S 173RD w ' S 176TH 5 1 IS 1 0 m 4TH ST 172ND ST 5TH ST Allentown Lift `r' S1�`� • Foster Point* . ''9� ' ' Lift Station ill*Z • .4 Cr, t oS ♦i IIt \ . \••• iuiit16♦ ■ pLiStat ftY oA No.51,* Lift Station No. 12 Lift Station No. 2 MINKLER S 190TH S� S 204TH ST S 212TH ST Lift St No. 4 CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO SwSUNSETBLV0 Legend Roadways ;. Tukwila City Boundary Tukwila Sewer Service Area Water Body Lift Station Tukwila Force Mains with Velocity less than 8 fps Recommended System Improvements Gravity Pipelines Feet 0 1,500 3,000 Data Sources: City of Tukwila, king County GIS, ESRI Disclaimer: Features shown in this figure arefor planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. SW 7TH ST )_ SW 27TH ST SW 41ST ST 5 208TH ST Figure 5.14 Recommended System Improvements CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO 5.7 1-405 Crossing Decommission Alternatives Analysis All sewer flows from Basin 4 are currently routed southbound to a 12-inch pipeline that crosses 1-405 and conveys flows to Lift Station No. 12 then further south to King County' system. This pipeline crossing is difficult for the City to maintain. Its age, lack of maintenance, and potential condition issues have led the City to consider decommissioning the 1-405 crossing and re-routing these flows to a different location. Four potential routing options were developed, as shown on Figure 5.15: Option 1 would convey flows via a new force main along 61st crossing 1-405 and connecting directly to the King County system. Option 2 would convey flows via a new force main along 66th then crossing 1-405. Sub options for connecting back to Tukwila's collection system, and ultimately to the King County system were considered. • Option 3 would convey flows via a new force main along Macadams Road South directly to the King County system. • Option 4 would convey flows via a new gravity main leading to a new force main at Interurban Ave which would connect to Tukwila's system in Basin 2/18. Upon review of the with City staff, it was decided that Options 1 and 2 would not be evaluated. There are structural concerns with both bridge crossings, so re-routing flows southbound across 1-405 was not considered. The City's hydraulic model was used to evaluate and refine Options 3 and 4, introduced above. Both options would require a new lift station with a 0.95 mgd firm capacity. Profiles with the proposed infrastructure are found in Figures 5.16 and 5.17: • Option 3 re-routes flow along a 3,750 linear feet (LF) new force main direct to King County. This force main is sized as a 12-inch. • Option 4 would re-route the flow with a 472 LF gravity main into a new lift station and then a 2,632 LF force main. This force main would connect to existing Tukwila pipes. Additional flow from this connection would raise the HGL downstream of the connection such that surcharging would occur in the Tukwila collection system. Therefore, 965 LF of existing pipes would need to be upsized to keep flows within criteria. A detailed Alternatives Analysis Feasibility Study is recommended when the City gets ready to implement this project. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5-19 CHAPTER 5 - CONVEYANCE SYSTEM ANALYSIS DECEMBER 2024 / FINAL / CAROLLO tilst 6t Legend s Ws/61 Option 3 Tukwila gravity main King County gravity main Routing Option 1. 61s' crossing direct to King County Routing Option 2a: 66'h crossing direct to King County Routing Option 2b: 66'h crossing through Tukwila to King County Routing Option 3 Direct Connection to King County on Macadam Rd S Routing Option 4: Connection to Tukwila on Interurban Ave S t"stu• v..r Option 1 Se* a<est•u Wall Option 2B rye. 4, Option 4 Option 2A Figure 5.15 1-405 Re -Routing Options New Lift Station Count 0.67m Figure 5.16 Option 3 Proposed Profile Figure 5.17 Option 4 Proposed Profile CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5-20 CHAPTER 6 - OPERATIONS AND MAINTENANCE DECEMBER 2024 / FINAL / CAROLLO CHAPTER 6 OPERATIONS AND MAINTENANCE 6.1 Introduction This chapter provides an overview of the City's Sanitary Sewer Utility organization and operation. The purpose of the chapter is to document existing procedures and to identify areas where improvements or changes could enhance system operation. 6.2 Responsibility, Authority, and Organization Structure 6.2.1 Mission Statement The mission statement of the City's Utility Sanitary Sewer department is to provide an efficient, environmentally sound, and safe management of the existing and future sewer system within the City's service area. 6.2.2 Department Organization The City's Public Works Department is responsible for water, sewer, drainage, construction, engineering, construction inspection, fleet and facilities and street functions. The City Sanitary Sewer Utility operates under the direction of the Public Works Director. The Public Works Operations Manager oversees the supervisory responsibilities for the Sanitary Sewer Utility's operation and maintenance as well as water and surface water. Day-to-day activities are conducted by the Sanitary Sewer System Superintendent who reports to the Public Works Operations Manager. The Public Works Engineer covers budgeting, new or upgraded system design, operations analysis, and the construction of capital improvements as outlined in the Sanitary Sewer Comprehensive Plan. Figure 6.1 shows the organizational structure for sanitary sewer operations. 6.2.3 Tasks and Responsibilities 6.2.3.1 Public Works Director The Director of Public Works directs all activities and programs within the Public Works Department including the City's services for sewer system. 6.2.3.2 City Engineer The City Engineer plans, organizes, staffs, and manages the Engineering Division. Responsibilities involve development of the six -year capital improvement program for the sewer utilities. The City Engineer is also responsible for annual capital projects including development of scopes -of -work and consultant selection. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 6-1 CHAPTER 6 - OPERATIONS AND MAINTENANCE DECEMBER 2024 / FINAL / CAROLLO Public Works Director (1)1 I 1 T I 1 Utilities Maintenance 1 Deputy Director/ Manager (1) I Engineering Manager (1) I 1 1 1 1 iAdmin Support Specialist! (.33) r I I L 1 Superintendent Sewer/Surface Water (.5) M&O Sewer Foreman (1) Senior M&O SpecialistE, (1) M&O Specialist (1.5) Figure 6.1 Organizational Chart Water/Sewer Project Manager (.5) GIS Coordinator (.22) Info Systems Project Analyst (.10) Project Manager (1) 6.2.3.3 Senior Project Engineer The Senior Project Engineer, under the direction of the City Engineer, is responsible for overseeing assigned annual capital projects. Tasks include development of project schedules, scope of work, and consultant selection. The Project Engineer also tracks progress through the development of plans, specifications and estimates, coordinates bidding and contract execution, and is tasked with submittal review and approval, progress reports, pay estimates, construction management/inspection and project closeout. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 6-2 CHAPTER 6 - OPERATIONS AND MAINTENANCE DECEMBER 2024 / FINAL / CAROLLO 6.2.3.4 Maintenance Operations Manager The Maintenance Operations Manager oversees maintenance activities within the public works department. For the Sanitary Sewer system, the Maintenance Operations Manager has budgetary responsibility and directs the Sanitary Sewer Maintenance Superintendent in carrying out sewer system maintenance responsibilities. 6.2.3.5 Sewer Superintendent The Sewer Superintendent is responsible for all day-to-day operation and maintenance activities associated with the sanitary sewer system. This position is also responsible for developing maintenance work standards, interfacing with the sewer engineer, setting up repairs, reviewing plans for current and future development, design of pump stations, and I/1 work planning. 6.2.3.6 Operation and Maintenance Foreman Operation and Maintenance (O&M) Foreman, along with the Superintendent, perform all field maintenance and operation functions for the City's sanitary sewer system. 6.2.3.7 Operation and Maintenance Senior Specialist The O&M Senior Specialist is responsible for the day-to-day maintenance of the City owned lift stations, pump and control system repair and the sewer system jetting program. 6.2.3.8 Operation and Maintenance Specialist The O&M Specialist is responsible for the day-to-day maintenance of the sanitary sewer system under the direction of the Foreman and O&M Senior Specialist duties include manhole repair, sewer jetting and work as assigned. 6.2.4 Communications System The City maintains a communications system to contact Sanitary Sewer Utility personnel during normal work hours and after hours. This system is necessary to respond to customer requests, routine maintenance, or emergency situations. Maintenance staff vehicles and other rolling stock are equipped with two-way radios and the personnel carry cellular phones. The staff is equipped with laptop computers that allow staff to communicate with each other and the lift stations telemetry system. The Sewer Utility also has access to an inventory of portable emergency use radio units should they be required. Primary source of communication is through cell phones. Although the radio system is available, and it is in the process of being revitalized to the latest software. The City has a Standby Call -Out Program for weekends to ensure that coverage for after-hours response is assured. One staff member in Maintenance Operations always carries a cell phone on weekends. The initial call from the Standby Person is to the Sewer Maintenance Superintendent. If the initial call -out attempt is unsuccessful, the contact order is as follows: Sewer Utility Foreman, Sewer Senior Specialist, and lastly the Sewer Maintenance Workers. If all of the above contact attempts fail, the Standby Staff member then calls the Maintenance Operation Manager. Once City personnel arrive and assess the issue, they CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 6-3 CHAPTER 6 - OPERATIONS AND MAINTENANCE DECEMBER 2024 / FINAL / CAROLLO determine if more personnel are required. If it is determined that further staff are required, the Standby Person and other staff from the Maintenance Operations Departments may be called upon. Sewer maintenance staff can be notified of lift station problems via the alarm auto dialer and by the internet with the telemetry system. 6.3 Certification, Education, and Training The City is in full compliance with current laws and regulations regarding staff certification and training. Five City Public Works employees possess Washington Wastewater Collection Personnel Association certifications. Table 6.1 is a summary of personnel certifications and experience in sewer system operations. Employees are supported and encouraged to meet continuing education requirements by attending work related classes, refresher courses, safety training, and regional conferences. To meet the staff educational needs, the City includes a budget line item in the annual O&M budget devoted to training. Table 6.1 Sewer Utility Personnel Certification Position Name Certification Maintenance and Operations Superintendent, Sewer Maintenance and Operations Foreman, Sewer Maintenance and Operations Senior Specialist Maintenance and Operations Specialist, Sewer Maintenance and Operations Specialist, Sewer Jeff Heglund Patrick Bradley Wally Snover Rick Haulet Don Trapp Wastewater Collection, Level II Wastewater Collection, Level III Wastewater Collection, Level III Wastewater Collection, Level III Wastewater Collection, Level II 6.4 System Operation 6.4.1 Administrative Duties The key administrative duty of the City's operation staff is to establish routine operation duties and schedules. Routine operations involve the analysis, formulation, and implementation of procedures to ensure that the sanitary sewer facilities are functioning efficiently. The utility's maintenance procedures work well. Repairs are made promptly so customers do not experience unnecessary inconvenience. Additionally, the operations staff establishes emergency operations procedures for operation during such emergencies. The primary objectives of these procedures are to ensure public safety, restore essential services as quickly as possible, and to provide assistance to other areas as required. Emergency operations are described in the following section. Side sewer maintenance is a major problem within a sanitary sewer system. It is the City's policy that individual property owners are responsible for maintaining their side sewers. If a problem occurs, it is the property owner's responsibility to contact a private plumber to investigate and correct the problem. 6.4.2 Emergency Operations The City's objective is to provide and support effective planning, disaster management, and education services to enable citizens and City employees to prepare for, respond to, and recover from an emergency. The Public Works Department has in place an "Emergency Action Plan" that outlines CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 6-4 CHAPTER 6 - OPERATIONS AND MAINTENANCE DECEMBER 2024 / FINAL / CAROLLO procedures to protect the City's infrastructure. The Emergency Action Plan identifies potential threats or hazards that may jeopardize the City's sanitary sewer system and is available from the City. Some key features are described below. 6.4.2.1 Emergency Telephone Numbers The City maintains a sewer emergency response crew on 24-hour call. This crew is available to answer any emergency that may occur within the system and has immediate response responsibility. This would include, but not be limited to, lift station alarms, sewer backups, and force main blockages. The City maintains the following telephone numbers to allow the public to notify the repair crews: During Business Hours: (206) 433-1800. After Business Hours: 911. The lift station alarms are monitored by computer in the City's Maintenance Facility during normal working hours. After hours, the alarms are monitored by the sewer computer alarm system. If an alarm is sounded, the system dials the Operations Manager to respond to the problem. 6.4.2.2 System Vulnerability The City's sewer system is comprised of individual drainage basins that convey wastewater to King County WTD's sewer interceptors. In the event of a natural or manmade disaster, the system has the following vulnerabilities to either loss of service or to pollution of the surrounding environment. Treatment and Disposal: The City has an agreement with King County WTD for treatment and disposal of all of the wastewater collected in the system. King County WTD has full responsibility to ensure that the wastewater is properly treated prior to disposal. An interruption of treatment service would result in discharge of untreated wastewater to Puget Sound. Sewer Mains, Trunks, and the King County WTD Interceptors: Any pipeline is subject to clogging, and under certain circumstances, the sewer pipe can break. Clogging of the sewer creates backups in manholes and in severe cases, these backups can progress back to customer properties. Pipe breaks due to settlement, deteriorating pipe or other causes will pollute the groundwater and result in excessive I/I. Lift Stations: The City operates ten lift stations within the sewer collection system. Failure of a lift station would cause sewer backups in the system in the area of the lift station. The City has recently modified a portion of the lift stations by installing bypass piping connections. These connections allow the City to use their portable pump to lift the wastewater in the event of an emergency. Electrical Power: Power is provided to the area by Seattle City Light and by Puget Sound Energy (PSE). PSE has an extensive power distribution grid in the Tukwila area and electrical power can be supplied from many directions. Loss of power would shut down pump and control operations resulting in the conditions described above. Historically, the City has not experienced regular or extended power outages. The City maintains a backup generator in the event of a power failure. All stations that are rebuilt receive onsite generator sets. Personnel: Sewer system personnel are available to respond to emergency calls and have the capability to perform minor repairs and emergency operations as required to sustain sewer service. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 6-5 CHAPTER 6 - OPERATIONS AND MAINTENANCE DECEMBER 2024 / FINAL / CAROLLO • Supplies and Spare Parts: The City maintains a small inventory of spare parts that are normal for operations and emergency repairs. In the event of a major catastrophe, the City would have to procure necessary spares from suppliers and reduce the level of service to consumers. • Communications: The City uses cell phones to keep in contact with the field crews during normal working hours. After hours, there are maintenance crews on call that can be contacted by the Police Department Dispatcher. A radio system serves as backup to the phones. 6.4.2.3 Reporting Spills to Ecology If a spill occurs, the City will respond and contain the spill. Then the emergency/spill would be reported to the Ecology Spill Hotline and filed on the Ecology Environmental Reports Tracking System with the results of the clean-up efforts and details of the spill. 6.4.3 Tools and Equipment Cleaning Smaller commonly used tools and equipment are carried in the employee's trucks or are readily available from the stockroom. Tools and equipment such as pumps, small compressors, portable generators, pressure washers, and power tools are available from the stockroom. Larger, infrequently used items are rented from various equipment rental companies located in the City. The Public Works Department owns heavy equipment such as dump trucks, rollers, boom truck, front-end loader, forklifts, backhoes, and vactor truck units. If necessary, larger equipment is leased or rented on an as -needed basis from local suppliers. The City's maintenance and construction crews have personnel trained and experience in heavy equipment operation. 6.4.4 Staff Meetings, Conferences and Training Continuing education opportunities are fundamental elements for staff in the sanitary sewer utility. The sanitary sewer utility training budget is funded so as to support staff in maintaining their technical awareness and skill sets. Seminars and conferences; 1) broaden their knowledge, 2) allow them to network with other professionals involved in sewer utility work, and 3) allow them to keep certifications and training up to date. Due to COVID-19, many classes or conferences may have been cancelled. Staff will resume attending when events are back in session. 6.5 System Maintenance 6.5.1 Inspections, Preventive Maintenance, Repairs and Replacement The maintenance program is composed of both preventative and corrective maintenance. Preventive maintenance uses planned and scheduled activities to ensure smooth, continuous operations of equipment and facilities. Maintenance schedules, that meet or exceed manufacturer's recommendations, should be established for all critical components in the sanitary system. The City's sewer telemetry system provides automated data collection and record keeping of lift station functions. The City plans to connect video inspections to their asset management to better keep track of pipe conditions. Physical inspections of the stations are still an important tool in maintaining the system. The preventive maintenance programs includes: lift station inspection and maintenance, manhole inspection and maintenance, video inspection root cutting, grease removal, and hydraulic line clearing. Corrective maintenance is that which CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 6-6 CHAPTER 6 - OPERATIONS AND MAINTENANCE DECEMBER 2024 / FINAL / CAROLLO improves the performance of the existing equipment. The City maintains list of areas in the collection system with more systematic grease or maintenance issues that need more regular cleaning or maintenance. Sewer maintenance staff also responds to customer's questions, odor complaints and sewer overflows. The City had one area of concern for corrosion in its sewer system, but the City has fixed the area of concern. The City does not have any areas of concern for odor control. 6.5.2 Lift Station Maintenance A regular inspection is made of the lift stations within the system. Running times are monitored and recorded to determine pump life. The pumps are regularly serviced and lubricated per the recommendation of the pump manufacturers. The City also plans to address issues at some of their lift stations with current and future projects. The projects include: Rebuild Lift Station No. 2. Repair wet well at Lift Station No. 12. • Repair and upgrade electrical system at Lift Station No. 4. • Upgrade Lift Station No. 5. 6.5.3 Manhole Maintenance The City's personnel inspect all the sanitary sewer manholes each year for the following situations: A visual inspection for proper flow to sewage. A visual inspection of the manhole frame, cover, and ladder. An assessment of the state of solids buildup in the manhole and Channel. • A visual inspection for root intrusion. 6.5.4 Utility Locating Service Currently the services for sewer utility locates are performed by all Sewer Maintenance and Operations staff who are under the supervision of the Sewer Maintenance and Operations Superintendent. The locator is responsible for locating sanitary sewer facilities within the public right of way. 6.5.5 Video Inspection The City has an ongoing CCTV inspection program to identify the problem areas in the system. In past years as much as 20,000 linear feet had been inspected annually. In 2019, video inspection for nearly the entire sewer system was completed. In areas with significant problems identified, the City has repaired the sewer by removal of the existing sewer and construction of a new sewer to serve the area. The City is trying to use video inspection in a more systematic way to be more proactive and effective with their cleaning and flushing activities. Jetting and cleaning are now mostly completed based on video inspection resu Its. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 6-7 CHAPTER 6 - OPERATIONS AND MAINTENANCE DECEMBER 2024 / FINAL / CAROLLO 6.5.6 Root Cutting Routine sewer facility inspection commonly identities root intrusion within the public sewer mains. If the problem is within the City right-of-way, the City will correct the problem and remove the roots. A hydraulic root cutter is routinely used to remove roots that accumulate within sewer lines, which creates flow restrictions and blockages. Numerous lines throughout the City have been examined and discovered to have had a history of problems created by roots. These particular lines are rodded more frequently to ensure there is no interruption of flow. 6.5.7 Grease Removal The City requires grease interceptors on all buildings where food preparation occurs and at locations determined by the City as necessary for the proper handling of liquid wastes. Grease interceptors must comply with the Uniform Plumbing Code and the following criteria: Provide a double baffle type interceptor with 6-inch lines and details referenced to related plumbing sheets. For sizing, consider the meals per hour as equal to a restaurant's seating capacity. Locate the vault outside the building, between 5 feet and 25 feet from the building foundation. Install the interceptor so that gray water from sinks, floor drains, drains under garbage compactors, is routed through the interceptor. DO NOT route dishwashers through the grease interceptor. NOTE: Route ONLY gray water through the interceptor. Every three months the owner must completely pump out the interceptor. Businesses that generate small amounts of grease may, with the City's approval, pump the interceptor on a 6-month schedule. At any time, the City may inspect the interceptor and require more frequent service. The City is planning to implement a new fat, oil, and grease (FOG) program to monitor and reduce the amount of FOG that enters the collection system. 6.5.8 Hydraulic Line Cleaning The sewer lines are cleaned with a vacuum -high velocity cleaning/jetting truck, which performs two primary functions: vacuuming and jetting. Jetting a sanitary sewer pipe is the principal means of cleaning the line portions of the sewer of sludge, debris, or obstruction. A hose with a special end fitting is inserted into the pipe and high-pressure water (up to 2.500 pounds per square inch) is sent through the hose. The high-pressure water exits the small hole at the tip of the cone fitting, breaking down the sludge and obstructions. The hose is propelled down the length of the pipe via the numerous other holes found in the end fitting. The hose is inserted through a manhole into the pipe and the line is jetted to the next manhole. The hose is then retracted via a motor driven system, back to the entry manhole. All of the sludge/debris is scoured toward the entry manhole (because the spraying water forces it that direction) and is vacuumed out as required. There are a number of lines in the City that have inconsistent grades creating septic conditions within the lines. A part of the maintenance program is to take the vactor truck to flush water through these lines periodically to prevent those conditions from occurring. The vactor truck is the primary equipment used for emergency blockages in the lines is used to assist TV inspection. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 6-9 CHAPTER 6 - OPERATIONS AND MAINTENANCE DECEMBER 2024 / FINAL / CAROLLO All sanitary sewer lines in the city are jetted, flushed, or video inspected each year. Jetting and cleaning are completed based on video inspection results. 6.5.9 Repair Sewers and Clear Plugs When problems with the sewer are identified through the preventative maintenance program described above, repairs are made to the infrastructure or clogs are removed. The preventative maintenance program is efficient and typically represents a small part of the maintenance staff time. 6.6 Emergency Response Program The City's objective is to provide and support effective planning, disaster management, and education services to enable citizens and City employees to prepare for, respond to, and recover from an emergency. The Public Works Department has in place an "Emergency Action Plan" that outlines procedures to protect the sanitary sewer system and the City's infrastructure. The Emergency Action Plan identifies potential threats or hazards that may jeopardize the City's sanitary sewer system. The Emergency Action Plan is available from the City and addresses: Water Quality Emergencies. Earthquake Response. Emergency Power Requirements. Outside Agency Coordination. Specific Emergency Standard Operating Procedures. Floods. Terrorism. • Volcanic Eruption. 6.7 Department Coordination The Sewer Utility utilizes the services of other City departments, according to interdepartmental agreements, to augment the Sewer Utility's expertise. The Finance and Information Technology Departments are responsible for customers billing, payment collection, fund activity reporting, and basic computer needs. The Human Resource Department is responsible for employee records, labor negations, salary schedules and union labor negotiations. Within the Public Works Department, the Sewer Utility utilizes the service of the Engineering Department for plan review, permit issuance, inspection, project design, and management for Capital Improvement Projects. 6.8 Records Documents The City utilizes an Information and Records Management system. By computer network tracking, the City's Public Works Department has developed a filing system that breaks down the lift stations, collection systems, generators, and other necessary components that make up a service area. The city also involves CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 6-9 CHAPTER 6 - OPERATIONS AND MAINTENANCE DECEMBER 2024 / FINAL / CAROLLO department heads and supervisors to maintain and track their areas of responsibility. On an annual basis, maintenance records are reviewed for the annual report. In addition, the city has contracted out the maintenance of the supervisory control and data acquisition (SCADA) system within the service area. All telemetry maintenance is conducted by sewer department staff and a contractor. 6.8.1 Record Documentation The City maintains the following records for efficient management of the sanitary sewer system: Customer Accounts: The City maintains records of each sewer account detailing sewer use and any problems or complaints registered. King County WTD Records: All reports on wastewater treatment charges and status from King County WTD are kept on file. Maps: A Comprehensive Sewer Plan Map of the full system is maintained by the City for informational purposes. This map shows all proposed improvements and upgrades required, all piping, manholes, clean outs, lift stations, force mains and sewer trunk lines. As -Built Drawings: The City maintains a comprehensive file of all as -built drawings of the system improvements as they occur. These drawings show the location of side sewers in many cases and locate all other piping as constructed. • Pump Maintenance Records: The City keeps all lift station pump manufacturer maintenance and technical information on file to include but not be limited to: pump run time records, maintenance schedules, maintenance performed, repairs performed, problems encountered, and any other information noted during the regular maintenance checks of the lift stations. • All sewer manholes in the Tukwila Sewer Service Area are in the GIS. 6.8.2 Telemetry The sewer system's SCADA system consists of remote telemetry units (RTU) located at individual sewer lift stations; linked to a master control computer at the City's Maintenance Facility on Minkler Boulevard. The telemetry control panel serves to display important system status information. This system monitors the wet well water levels and pump motor starts, pump motor amps, generator starts and stops, power failures, pump run time, and some lift station have flow meters to measure pumping rates. Communication between the RTUs and the master control computer at the Minkler Boulevard shops is via radio. To facilitate communications a radio signal repeater station is located at the North Hill reservoir. This repeater does have an uninterruptible power supply (battery backup). If a power failure were to occur, loss of the repeater station could limit the ability of the sewer utility (and all of public works) to communicate with other units of the system. Battery backup of critical SCADA and communications elements is a common and desirable feature of modern SCADA systems. During evenings, and on weekends, an alarm triggers an auto dialer, which alerts sewer utility maintenance personnel by telephone of an alarm condition. The maintenance staff with the internet can access the SCADA system from off -site locations. This feature provides supervisory staff with a more complete picture of the status of the system, reduces the need for unproductive trips to the operations center or remote sites, and promotes better operational control of the system. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 6-10 CHAPTER 6 - OPERATIONS AND MAINTENANCE DECEMBER 2024 / FINAL / CAROLLO 6.8.3 Asset Management The Public Works Department uses Lucity as their asset management platform. Lucity was procured in 2017 and was implemented in 2018 to roll out Work and Asset management for Water, Sewer, Surface Water, Streets, and Parks Maintenance. The crews utilize Lucity daily to track work and manage assets. There is a direct integration with GIS. Crews are able to look up assets using a mobile device while in the field and create work orders from an asset on the map. Some divisions are taking advantage of using Preventative Maintenance work orders to automate work, and pump reads are automatically brought forward onto new work orders. In 2020, Lucity was implemented for Facilities and Maintenance crews. In 2021, the Public Works Department will be implementing Lucity for Fleet. Pump station records are kept in logbooks at each pump station, but they are currently being transferred to Lucity. 6.9 Future Operations and Maintenance Needs The Public Works Department sewer O&M staff appear to possess or be able to access all of the equipment and supplies required to adequately perform the responsibilities assigned. The lack of sufficient labor to adequately address the many responsibilities of sewer O&M was a recurring issue during this analysis. An analysis of the Sewer O&M work programs of the City Public Works Department was previously conducted to determine the adequacy of existing staffing levels. The work production rates of existing O&M crews in performing a wide range of specific O&M tasks related to pipeline, manhole and pump station maintenance were quantified. Unit rates of work that can reasonably be accomplished per full-time equivalent (FTE) were developed and used to project the sewer O&M labor requirements of the Public Works Department. Currently there are four FTEs assigned to the sewer function. The projected requirement is five FTEs, or an increase of one FTE for sewer maintenance and operations activities. As discussed, in Section 6.5.7, the City plans to implement a FOG program and grease interceptor inspection program in the next couple of years. An additional FTE is recommended to help with the development and implementation of the new FOG inspection program. It is recommended that the Public Works Department Sewer O&M staff be augmented by two FTEs. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 6-11 CHAPTER 7 - CAPITAL IMPROVEMENT PLAN DECEMBER 2024 / FINAL / CAROLLO CHAPTER 7 CAPITAL IMPROVEMENT PLAN 7.1 Introduction This chapter presents a summary of all capital projects identified in the previous chapters and related studies to create a cohesive CIP for the City's wastewater collection system. The CIP includes estimated costs and recommended year of implementation for each of the projects or programs. The goal for the CIP is to provide the City with a guideline for planning and budgeting of its wastewater system for the foreseeable future. 7.1.1 CIP Project Categories The capital projects identified in this Plan were categorized by infrastructure as follows: Gravity and Pressurized Pipeline (P): projects to install new pipe or upsize existing pipe. Lift Station (LS): Improvement project related to the existing lift station. General (G): General water system projects and annual projects that occur system wide. The CIP projects have been assigned a project type and number based on the project category. 7.1.2 CIP Phasing The capital improvement implementation was separated into three phases: Short-term: 0 to 5 years (2021 through 2025). Medium -term: 5 to 10 years (2026 through 2030). Long-term: 10-20 years (2031 through 2040). The City prioritized recommended capital projects based on their need and type of deficiency addressed. 7.2 Cost Estimating Assumptions 7.2.1 Cost Estimate Level Planning -level cost estimates were developed for each of the recommended projects for budgeting purposes. These direct costs are planning level estimates only and should be refined during pre -design of the projects as final costs of a project will depend on actual labor and material costs, competitive market conditions, final project scope, implementation schedule, and other variable factors such as preliminary alignment generation, investigation of alternative routings, and detailed utility and topography surveys. The CIP cost estimates should be periodically reevaluated to account for changes in inflation. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 7-1 CHAPTER 7 - CAPITAL IMPROVEMENT PLAN DECEMBER 2024 / FINAL / CAROLLO Cost estimates were developed using Unclassified/Class 10 Planning Cost estimate, as established by the American Association of Cost Estimators. Planning -level cost estimates were developed for each of the recommended projects in 2021 dollars and are based on an Engineering News -Record Construction Cost Index 20-City Average of 12,112 (June 2021). This level of estimate is used for long -rage planning, evaluation of alternatives, or concept screening. The expected accuracy range is -50 percent to +300 percent, meaning the actual cost should fall in the range of 50 percent below the estimate to 300 percent above the estimate. 7.2.2 Baseline Unit Cost Baseline construction costs were estimated using unit costs with the assumptions presented below. Acquisition of property, easements, and right-of-way (ROW) may be required for some of the recommended projects. However, for the purpose of this Plan, pipeline corridor or easements are assumed to be in public ROW, and therefore do not require land acquisition. For this reason, land acquisition is not included in the cost estimates. 7.2.2.1 Lift Station Unit Costs Baseline construction costs for new lift stations was based on recent project experience and Carollo's database for recent lift stations constructed in the Pacific Northwest. Figure 7.1 presents the cost curve used for this Plan (i.e. cost vs station capacity, which was developed based on recent projects constructed. Baseline Construction Cost ($) $10,000,000 - $1,000,000 X y =-16223x2+ 900266x + 701274 R2 = 0.809 0.1 1 10 Total Lift Station Capacity (mgd) % Lift Station Cost Curve Figure 7.1 Lift Station Cost Curve Poly. (Lift Station Cost Curve) 100 7.2.2.2 Pipeline Unit Costs The City has sewers that range in size from 4 inches to 36 inches in diameter. The pipeline unit costs are shown in Table 7.1. These unit costs were used to estimate existing pipe replacement or new pipe installation. The unit costs assume open -trench construction in improved areas. Costs include pavement cutting, excavation, hauling, shoring, pipe materials and installation, backfill material and installation, and pavement replacement. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 7-2 Table 7.1 Pipeline Construction Unit Costs Pipe Size (inches) 8 10 12 15 18 20 24 PipelineGravity • $229 $286 $343 $428 $488 $569 $650 CHAPTER 7 - CAPITAL IMPROVEMENT PLAN DECEMBER 2024 / FINAL / CAROLLO Force Main Unit Cost ($/LF) $213 $282 $364 $489 $519 $606 $692 7.2.3 Construction Contingency Contingency costs must be reviewed on a case -by -case basis because they will vary considerably with each project. Consequently, the preliminary layout of a project will contain uncertainties such as unexpected construction conditions, the need for unforeseen mechanical items, and variations in final quantities; because all these items increase project costs, allowances should be made for them in preliminary cost estimates. To assist the City in making financial decisions for these future construction projects, a construction contingency cost of 30 percent is added to the baseline construction cost. 7.2.4 Additional Costs Other cost factors were applied to the total construction cost to account for additional project costs, including: 10 percent for general project conditions. 15 percent for contractor overhead and profit. 20 percent for engineering, legal, and administrative (ELA) costs. Total project costs are used to develop the CIP to ensure adequate funds are available for engineering, legal, and administration costs in addition to construction costs. The CIP cost estimates should be periodically reevaluated to account for changes in inflation. 7.2.5 Total Capital Improvement Costs The costs presented in this CIP are high-level planning costs that will help the City make financial decisions. The sample capital improvement project cost calculation shown below demonstrates how the construction contingency as well as the general conditions, contractor overhead and profit, and ELA costs were added to the baseline construction cost to determine the total project cost. Example: Baseline Construction Cost Construction Contingency (30%) Total Construction Cost General Conditions (10%) Contractor Overhead and Profit (15%) ELA (20%) Total Capital Improvement Cost $1,000,000 $300,000 $1,300, 000 $130,000 $195,000 $260,000 $1,885,000 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 7-3 CHAPTER 7 - CAPITAL IMPROVEMENT PLAN DECEMBER 2024 / FINAL / CAROLLO 7.3 Recommended CIP Projects This section summarizes the recommended CIP projects and includes a brief project description, the project priority, and estimated total CIP cost. A CIP summary table of all the projects can be seen in Appendix J. Detailed project sheets for each of the recommended CIP projects can be found in Appendix K. 7.3.1 Lift Station Projects The City's existing lift stations were reviewed for general condition based on conversations with City staff, and hydraulic capacity through modeling. Detailed capacity analysis can be found in Chapter 5. No lift stations were found to have capacity issues, but two general lift station projects were included in the CIP. Figure 7.2 shows their locations and Table 7.2 presents a summary of these two projects. 7.3.1.1 Lift Station 2 Force Main Extension (LS-1) The City plans to extend Lift Station 2's force main to Minkler Avenue. This extension would replace aging pipelines along Andover Park West. The new force main would extend the pipeline 3,987 LF. 7.3.1.2 Planned Sewer Lift Station and Generator Upgrades - Lift Station 3 and 5 (LS-2) The description of this CIP project is based on the City's CIP 2021-2026 Financial Planning Model and Capital Improvement Program project Sewer Lift Stations and Generator Upgrades. The City plans to replace and upgrade their sewer systems lift stations and backup generators in phases. Aging of sewer system equipment makes necessary the replacement of motors, pumps, and controls at older lift stations periodically to reduce maintenance. Generators have a lifespan of 15 years and need to be replaced more frequently than pumps. Lift Station 3 and 5 are planned to be upgraded during the next 10 years and were thus included in this CIP. Table 7.2 Summary of Project Costs for Recommended Lift Station Projects Project Name LS-1(1) Lift Station 2 Force Main Extension LS-2(1) Total Planned Sewer Lift Station and Generator Upgrades - Lift Stations 3 and 5 Recommended Year 2029 - 2030 2024 - 2028 Short -Term (2021-2025) Medium -Term (2026-2030) $1,200,000 $1,200,000 $4,000,000 $1,200,000 Long -Term (2031-2040) $5,200,000 $0 Notes: (1) Cost estimates provided by City. 7.3.2 Pipeline Projects The City's sewer system will require a few improvements to adequately provide service through the planning period. The following section presents a summary and estimated project costs to mitigate the deficiencies identified during the system analysis. Figure 7.2 presented the location of the pipelines CIP projects. A summary of pipeline project costs is presented in Table 7.3. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 7-4 CHAPTER 7 - CAPITAL IMPROVEMENT PLAN DECEMBER 2024 / FINAL / CAROLLO 7.3.2.1 Martin Luther King Jr Way Upsize (P-1) To alleviate surcharging, 44 LF of pipe between manholes SS30294 and SS30322 should be upsized from 8- to 12-inch pipe between Wallace St and Martin Luther King Jr Way. This project is downstream from the SPU connection to the City's system. Monitoring of SPU inflows to the system is needed before moving forward with this project as there is a lot of uncertainty with the current and future PWWF from SPU into this line. P-1 is a long-term project, estimated at $30,000. The $30,000 cost is only for the upsizing and does not include any flow monitoring. 7.3.2.2 47th Ave South Upsize (P-2) To alleviate surcharging, 298 LF of pipe between manholes SS30304 and SS30308 should be upsized from 8- to 12-inch pipe, along 47th Avenue near South 104th Place. This project is downstream from the SPU connection to the City's system. Monitoring of SPU inflows to the system is needed before moving forward with this project. At this point there is large uncertainty on current and future PWWF influent expected from SPU. P-2 is a long-term project, estimated at $190,000. 7.3.2.3 405 Decommission and Flow Re -Route (P-3) The City wishes to decommission the pipeline crossing 1-405 on Andover Park West and reroute these flows to a different location in the system. Two routing options were modeled, which include: Project P-3A re-routes a new force main along Macadams Rd and discharges directly to King County. Project P-3B re-routes flows eastward through a new gravity main with flows to a new lift station and force main. A new lift station with a firm capacity of 0.95 mgd is recommended in both options. This project would cover the costs of constructing the force main installation and new lift station/wet well. After a high-level alternatives analysis (see Chapter 5) and based on City's input, project P-3A was included in the CIP as the representative project. This project is anticipated in the medium -term with a total CIP cost of $7,500,000. Project G-4 is a general project recommended to be performed before P-3 is implemented. It consists of a detailed alternatives analysis to refine project scope, confirm routing, and estimated costs. Note that either project P-3A or P-3B would need to be completed, not both. Table 7.3 Summary of Project Costs for Recommended Pipeline Projects Project ID P-1 Description Martin Luther King Jr Way Upsize P-2 47th Avenue South Upsize P-3A Total Cost 405 Decommission and Re - Route on Macadams Road Project Timing Long -Term Long -Term Medium -Term Short Term (2021-2025) Medium Term (2026-2030) $7,500,000 Long Term (2031-2040) $30,000 $190,000 $0 $7,500,000 $220,000 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 7-5 CHAPTER 7 - CAPITAL IMPROVEMENT PLAN DECEMBER 2024 / FINAL / CAROLLO 7.3.3 General Projects The City has general system projects that are recommended. A summary of the general projects' costs is presented in Table 7.4. Table 7.4 Summary of Costs for Recommended General Projects Project ID Description Project Timing Short -Term (2021-2025) Medium -Term (2026-2030) Long -Term (2031-2040) G-1 G-2 G-3 G-4 G-5 Pipeline Surveying Program and GIS Updates Annual Sewer Repair Program CBD Sanitary Sewer Rehabilitation 2022 Annual(1) Annual(1) 405 Decommission Alternatives Analysis 2022 Comprehensive Sewer Plan Updates Total Cost Medium -Term and Long -Term $30,000 $4,000,000 $4,000,000 $8,000,000 $4,000,000 $4,000,000 $8,000,000 $150,000 $200,000 $200,000 $8,180,000 $8,200,000 $16,200,000 Notes: (1) Costs represent total for the period, not annual costs. 7.3.3.1 Pipeline Surveying Program and GIS Updates (G-1) As detailed in Chapter 5, there are a few areas in the collection system with deficiencies caused by adverse piping or offsets between gravity pipes which raised the system HGL. The configuration of the GIS data at these locations is questionable. Additionally, the City does not believe surcharging occurs in these areas. The City performed high-level measure down during the development of the Plan to try and fix the GIS data, however, these were not sufficient in all cases. Longer stretches of pipes will need to be checked and surveyed to confirm slope and inverts in the areas identified during analysis. It is recommended to programmatically survey these areas to confirm the GIS data configuration and hydraulic conditions. This surveying program is estimated to cost $30,000. 7.3.3.2 Annual Sewer Repair Program (G-2) This ongoing program consists of repairing pipelines identified with structure issues. This program helps reducing sewer line I/1 through groundwater intrusion or storm events as a result of damaged deteriorating systems or illicit connections. As discussed in Chapter 5, the City does not have significant I/1 entering its system, except for flow monitoring basins 30129 and 30144. It is recommended that the City focuses its repair efforts in these basins in the upcoming years. This project will occur annually and is estimated to be $800,000 a year for repairing pipelines. This cost was based on previous historical spending and budgeting and provided by the City. The Public Works Department uses Lucity as their asset management platform. Lucity was implemented in 2018 to roll out Work and Asset management for Water, Sewer, Surface Water, Streets, and Parks Maintenance. The crews utilize Lucity daily to track work and manage assets. There is a direct integration with GIS. The City will continue to enhance its asset management program and prioritize repairs based on system needs and priorities. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 7-6 CHAPTER 7 - CAPITAL IMPROVEMENT PLAN DECEMBER 2024 / FINAL / CAROLLO 7.3.3.3 CBD Sanitary Sewer Rehabilitation (G-3) The asbestos concrete pipe in the CBD is approximately 45 years old and becoming soft. This program consists of sliplining these pipes to reinforce the strength with little impact to roadways and minimal excavation. This program will occur annually and is estimated to be $800,000 a year. This cost was based on previous historical spending and budgeting and provided by the City. The City plans to reline 15,000 feet of asbestos sewer from 2020 through 2024. 7.3.3.4 405 Decommission Alternatives Analysis (G-4) The City should perform a detailed alternatives analysis feasibility study to further refine and evaluate P-3's routing options and requirements. This project is estimated to cost $150,000. 7.3.3.5 Comprehensive Sewer Plan Updates (G-5) It is recommended that the City update the Comprehensive Sewer Plan every ten years. In the CIP, an amount of $200,000 is allocated in years 2030 and 2040, for a total of $400,000. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 7-7 S 140TH ST S 136TH ST — S 146TH ST AlIII S 156TH WAY 3 co 0 Figure 7.2 Recommended CIP Projects CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE S 148TH ST 5 188TH ST S 200TH ST C rnm—e ciaLCenter Gr. Lift Station (No. 9) 5.-b S 144TH ST S 168TH ST I I S 170TIH ST 172ND ST ■ 172ND I I 5 175TH ST %%147 S BANG S124N • • ♦ a4C PiFoster Point♦ • Lift Station t • 47 (No. 8) ♦• G, oS `: ati\ N I Eli Lift Station No. 12 Lift Station No. 2 MINKLER !, s 199TH PL S 212TH ST Lift Station No. 4 S 128T CHAPTER 7 - CAPITAL IMPROVEMENT PLAN DECEMBER 2024 / FINAL / CAROLLO SE72 D Legend Ll Roadways Tukwila City Boundary Tukwila Sewer Service Area cF? Water Body Recommended Lift Station Projects LS-1 LS-2 Recommended System Improvements Recommended Surveying (G-1) Other Lift Stations Force Mains Gravity Pipelines 1=1Feet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy is not implied. 1 SW 27TH ST SW 41ST ST 5 1:2ND ST rn w 00 5 208 H ST CHAPTER 7 - CAPITAL IMPROVEMENT PLAN DECEMBER 2024 / FINAL / CAROLLO 7.4 CIP Summary In summary, the City's lift stations and collection system have been evaluated for general conditions and capacity, and appropriate projects have been recommended. Implementing the proposed projects will improve overall capacity, conditions, and reliability of the existing collection system. Table 7.5 presents the overall CIP, broken up into short-term, medium -term, and long-term projects for the City. Figure 7.3 presents the total project costs for short-term and medium -term projects. The costs are higher in the medium -term due to two large projects P-3 and LS-1. Table 7.5 Capital Improvement Plan ID Lift Station Projects LS-1 LS-2 Pipeline Projects Short -Term $1,200,000 P-1 P-2 P-3a General Projects G-1 G-2 G-3 $4,000,000 $4,000,000 G-4 G-5 Total Medium -Term $4,000,000 $1,200,000 $7,500,000 $30,000 $4,000,000 $4,000,000 $150,000 $200,000 $ 9,200,000 $ 21,080,000 Long -Term $30,000 $190,000 $8,000,000 $8,000,000 $200,000 $ 16,420,000 $5,000,000 $4, 500,000 $4,000,000 $3,500,000 $3,000,000 $ 2, 500, 000 $2,000,000 $1, 500, 000 $1, 000, 000 $ 500, 000 $0 2021 2022 2023 2024 2025 2026 2027 2028 2029 2030 Figure 7.3 Short -Term and Medium -Term Annual CIP Costs CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 7-9 CHAPTER 7 - CAPITAL IMPROVEMENT PLAN DECEMBER 2024 / FINAL / CAROLLO 7.5 Financial Analysis This section presents the financial analysis, including financial forecast, outstanding debt, fees and charges, and CIP. A 10-year plan is prepared to fund capital improvements recommended in Section 7.4. 7.5.1 Sewer Capital Improvements The recommended sewer capital improvements were presented in the previous sections. The funding required for planned capital projects totals $27.88 million for the study period (2021 to 2030). Table 7.6 summarizes capital improvement project costs by project type for the study period. 7.5.2 Financial Forecast Carollo relied upon information and data provided by the City for this financial analysis. As such, Carollo is not responsible for the accuracy or validity of the information and data provided in the financial analysis. Carollo used the City's 2021 and 2022 budget as a starting point in development of projections for the study period. Additionally, Carollo's financial analysis assumes the following assumptions: Annual Population Growth: 2.54 percent. Annual Rate Increase: 4.50 percent. Annual Sales Growth: 7.04 percent (combined Annual Population Growth and Annual Rate Increase). Annual Salary Increase: 3.50 percent. Annual Investment Income: 0.75 percent. Annual O&M Inflation: Varies between 5 percent and 6 percent depending on year. • CIP-Related Services: 25 percent of Annual CIPs. In the event the City experiences changes or modifications to the underlying assumptions used in this financial analysis, the assumptions and associated analysis should be updated at that time. Carollo assumed the beginning fund balance provided was available for capital improvement projects during the study period. Table 7.7 details the Sewer Financial Forecast. Additional rate increases and debt can be adjusted annually, as necessary. As illustrated in Figure 7.4, total revenues are sufficient to meet the expenses throughout the 10-year study period. However, due to sizable increases in capital improvement projects after FY 2026, the City is expected to draw down on their unrestricted cash reserves to adequately fund the planned capital improvement projects. As such, the City's ending fund balance is reduced to $2.65 million in FY 2030, as a result of annual expenditures routinely outpacing annual revenues. Table 7.6 10-Year Capital Improvement Plan Summary (unescalated) CIP Costs ('000) FY 2021 FY 2022 FY 2023 FY 2024 FY 2025 FY 2026 1 FY 2027 FY 2028 FY 2029 FY2030 Distribution $0 $0 $0 $0 $0 $2,500 $2,500 $2,500 $0 $0 Pipeline Lift Station 0 0 0 $600 $600 0 $600 $600 2,000 2,000 General 1,600 1,780 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,800 Total CIP $1,600 $1,780 $1,600 $2,200 $2,200 $4,100 $4,700 $4,700 $3,600 $3,800 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 7-10 Table 7.7 Summary Sewer Financial Forecast Sewer Fund ('000) Annual Beginning Fund Balance FY 2021 FY 2022 $12,812 $12,004 FY 2023 FY 2024 FY 2025 $10,534 $9,914 $9,623 FY 2026 FY 2027 $9,806 $7,162 CHAPTER 7 - CAPITAL IMPROVEMENT PLAN DECEMBER 2024 / FINAL / CAROLLO FY 2028 FY 2029 $5,046 $3,387 FY 2030 $2,863 Sewer Revenues Sewer Sales Miscellaneous Revenue Capital Project Revenue Total Revenue $9,952 55 0 $10,007 $10,205 55 0 $10,260 $10,924 $11,693 $12,516 77 0 $11,000 73 0 $11,766 73 0 $12,589 $13,398 64 0 $13,461 $14,341 46 0 $14,387 $15,351 $16,432 $17,589 32 0 $15,383 23 0 $16,456 21 0 $17,610 Sewer Expenditures O&M CIP Expenses Debt Service Non -Accounting Cash Adjustments Total Expenditures Ending Fund Balance $7,482 $7,771 $8,212 2,177 2,595 2,000 $8,607 $9,096 $9,614 $10,077 $10,563 $11,073 2,000 2,000 5,125 5,125 5,125 $11,607 4,500 4,750 464 691 $10,814 571 794 $11,730 $12,004 $10,534 567 842 $11,620 $9,914 567 884 $12,057 $9,623 373 937 $12,406 $9,806 373 993 $16,105 $7,162 259 1,043 $16,504 $5,046 258 1,095 $17,041 $3,387 258 1,150 $16,981 $2,863 258 1,207 $17,823 $2,650 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 7-11 0 $8 $6 $4 $2 $0 FY 2021 FY 2022 FY 2023 FY 2024 FY 2025 FY 2026 FY 2027 CHAPTER 7 - CAPITAL IMPROVEMENT PLAN DECEMBER 2024 / FINAL / CAROLLO FY 2028 FY 2029 FY 2030 Operations & Maintenance CIP Expenses Debt Service uNon-Accounting Cash Adjustments —Ending Fund Balance —Total Revenue Figure 7.4 10-Year Sewer Financial Forecast CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 7-12 APPENDICES DECEMBER 2024 / FINAL / CAROLLO APPENDIX SEPA CHECKLIST AND DETERMINATION OF NON -SIGNIFICANCE (DNS) CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE City of Tukwila Allan Ekberg, Mayor Department of Community Development - Nora Gierloff, AICP, Director FINAL STAFF EVALUATION FOR ENVIRONMENTAL CHECKLIST File No: E22-0002 I. SUMMARY OF PROPOSED ACTION This proposal is a SEPA/Environmental Review in preparation for the City of Tukwila to update the Comprehensive Sanitary Sewer Plan. The Sewer Plan Update is a Non -Project action. The objective of this project is to evaluate the existing sewer system and its operation to identify present and future needs in those areas of the sewer system deemed to be critical by the City. II. GENERAL INFORMATION Project Name: City of Tukwila Sanitary Sewer Plan Update Applicant: City of Tukwila Location: City of Tukwila, city-wide Zoning and Comprehensive Plan Designation: N/A (city-wide) The following information was considered as part of review of this application. 1. SEPA and ESA Screening Checklist 2. Comprehensive Sanitary Sewer Plan III. REVIEW PROCESS The proposed non -project action is subject to the State Environmental Policy Act (SEPA) review as the project does not meet the exemptions listed under WAC 197-11-800. IV. BACKGROUND/PROPOSAL The Comprehensive Sanitary Sewer Plan Update (Plan) documents the status and analysis of the future needs of the sanitary sewer system. The Plan will be used as a guide to plan for maintenance and improvements to the system in the next 20 years to provide the City of Tukwila (City) with an effective, safe, and reliable sewer system. This Plan is inspired by the need to provide constant evaluation of the City's sewer system and operating policies to meet the needs of the customers and to ensure compatibility with the City and County's comprehensive plans. This updated plan is Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov prepared in conformance with Chapter 173-240 of the State of Washington Administrative Code (WAC). IV. REVIEW OF THE ENVIRONMENTAL CHECKLIST The following lists the elements contained within the Environmental Checklist submitted for the proposed project. The numbers in the staff evaluation correspond to the numbers in the Environmental Checklist. If staff concurs with the applicant's response, this is so stated. If the response to a particular item in the checklist is found to be inadequate or clarification is needed, there is additional staff comment and evaluation. A. BACKGROUND: 1-4 - Concur with checklist. 5 - The plan will be adopted following issuance of a SEPA determination. 6 - Concur with checklist. 7 - As sewer system projects identified within the plan are being planned for development, a project -level SEPA review will be required if applicable, including any associated environmental analyses required. 8 - Concur with checklist. 9-11 Concur with checklist. 12 - Yes: Some of the sewer system projects include land that falls within 200 feet of the Green River or land located within other sensitive areas such as wetlands and wetland buffers, watercourse buffers, and steep slope areas. Specific impacts and mitigation measures will be reviewed under a separate environmental and regulatory review on a per -project basis as opportunities arise for planning and development of these serviced areas. B. ENVIRONMENTAL ELEMENTS: 1. Earth: 2. Air: a - Concur with checklist. b-e - These characteristics (slope, soil types and conditions, filling/grading) will vary depending on the project, and will be reviewed on a per -project basis. f-h - Generally, construction of new sewer systems, have the potential to result in erosion and addition of impervious surface. Impacts to the earth associated with construction of new sewer serviced areas, including erosion and increases in impervious surface area, will be reviewed at the project level. Measures to prevent or control such impacts will be included in this project -level review. a-c - During individual project construction, minor impacts to the air (including dust and emissions from construction equipment) could occur. These impacts will occur at the project stage in the sewer system plan update. The applicant (whether it's the City of Tukwila, contractor, or other agency) shall obtain all Page 2 of 6 09/29/2022 relevant permits from Puget Sound Clean Air Agency and the Puget Sound Air Pollution Control Agency to address any emission to the air associated with project -level activities. 3. Water: a(1-6) - Some of the projects in the Sewer System Plan Update, are proposed in areas where there are surface water bodies, including the Green/Duwamish River, streams, Tukwila Pond, and wetland areas, and associated buffer areas for rivers and streams. Work for various sewer system projects may involve work over, in, and/or adjacent to these waters. Each of the projects in these sensitive areas will be reviewed at the project level, to assess environmental impacts and required mitigation measures. All federal, state, and local regulations shall be complied with in the projects contained in the City of Tukwila Comprehensive Sanitary Sewer System Update Plan. b(1-2) - Impacts including discharges to and withdrawals of ground water, and discharges of waste materials to the ground will be reviewed at the project level. All federal, state, and local laws shall be complied with related to these impacts. c-d - Impacts related to surface, ground, and runoff water shall be reviewed at the project level. Any applicant for a project identified in the updated sewer system plan, shall comply with federal, state, and local policies and Best Management Practices related to surface, ground, and runoff water impacts. 4. Plants: a-e - There is a variety of plant species within the City of Tukwila, including native and non-native plant species to the Puget Sound Region. In general, the update presents an opportunity to increase sewer serviced areas, and maintain those currently existing. In creation of new sewer system areas, most of the projects in this plan will involve some form of removal or alteration of vegetation, whether it is removal of invasive species on resource conservancy sites, or removal of vegetation in preparation for sanitary sewers. Where practicable, the applicant shall retain significant trees regardless of their location within a sensitive area in addition to the requirements contained in the City of Tukwila Tree Regulations. Landscaping and vegetation removal for the projects contained in the plan will be reviewed at the project level, at which time mitigation measures will be determined for proposed impacts. 5. Animals: a-e - A range of birds have been observed in Tukwila, including hawks, eagles, and songbirds. Mammals in Tukwila are generally small, including coyotes, squirrels, possums, etc. There are several species of fish in Tukwila, including salmon and trout. Threatened fish species observed in Tukwila include Chinook salmon, bull trout, and Puget Sound steelhead. The City of Tukwila is within the Pacific Page 3 of 6 09/29/2022 Flyway, a bird migration route. Impacts to wildlife and wildlife habitat will be reviewed at the project level. 6. Energy and Natural Resources: a - Different types of sewer systems have differing needs in terms of energy. The requirements for each project in the plan will be different. Electricity for lighting will be the most common need for a given project, although some projects within the plan will not have any energy or natural resource needs. b - Concur with checklist. c - Energy needs and conservation features will be reviewed for each project as opportunities arise for existing and new sewer serviced areas. 7. Environmental Health: a(1-2) - Concur with checklist. b(1) - Concur with checklist. b(2)-b(3) — Short-term construction noise may be associated with the construction of projects contained in the Sanitary Sewer System update Plan. Future users of new sewer systems may result in additional noise impacts in some areas. Construction and future users of the systems must comply with City of Tukwila noise ordinance requirements. Additionally, compliance with applicable local, state and federal noise regulations will mitigate any potential adverse noise impacts associated with the project. 8. Land and Shoreline Use: a-m - Land use impacts associated with the plan will be site -specific. Because of this, impacts to land use and environmentally sensitive areas (including land within the 200 foot buffer from the Green/Duwamish River) will be reviewed at the project stage. This plan has been created in accordance with the Growth Management Act, and is consistent with Tukwila's Comprehensive Land Use Plan. Projects contained in the plan shall be reviewed individually to ensure consistency with local, state, and federal regulations. 9. Housing: a-c - Concur with checklist. 10. Aesthetics: a-c - Generally, projects in the plan offer potential for view preservation and public access to view corridors, especially for those projects that involve preservation or creation of new sewer system service areas. Some of the sewer system projects which involve new structures have the potential to obstruct existing views. Since the plan provides a range of location options for different types of sewer structures, aesthetic impacts and associated mitigation measures shall Page 4 of 6 09/29/2022 be reviewed at the project level, once specific sites have been proposed for particular projects. 11. Light and Glare: a-d - Concur with checklist. 12. Recreation: a-c - Concur with checklist. 13. Historic and Cultural Preservation: a-d - Any required studies, including archaeological surveys, will be determined at the project level. The City of Tukwila and its contractors shall comply with all local, state, and federal laws in the case that archaeological or paleontological artifacts are encountered during construction of updating existing sewer systems and new sewer system projects. 14. Transportation: a-h - Concur with checklist. 15. Public Services: a-b - The Comprehensive Sanitary Sewer System Update Plan is programmatic, helping the city decide which types of existing sewer systems are feasible for construction within a time limitation of expected life. Implementation of the plan may increase the need for additional staff time to plan for and construct projects within the plan and to pursue grants and/or establish and administer user fees or impact fees. 16. Utilities: a-b - The need for various types of utilities at new and existing sewer systems will vary. This will be part of the project -level review for each serviced sewer system. C. SUPPLEMENTAL SHEET FOR NON -PROJECT PROPOSALS: 1. There may be temporary construction -related impacts; noise and emissions to the air due to the capital improvement projects identified in the plan. To avoid or reduce these increases the projects will comply with local noise ordinances and requirements related to dust control, vehicle emissions, work hours, erosion and sedimentation control. 2. Potential impacts to plants, animals, fish, and marine life will be evaluated on a project -specific basis and are dependent on project- and site -specific factors. To protect plants, animals, fish, and marine life, alternatives and associated protection measures will be identified and implemented on a project -specific basis. 3. Materials and equipment used during construction of new sewer system facilities may not be from renewable resources. Efficient planning and design of utilities will assist in Page 5 of 6 09/29/2022 the conservation of energy. Energy -efficient equipment for new and upgraded facilities will be utilized to the extent possible. 4. Some of the specific projects proposed are likely to be within sensitive areas. Each project will be reviewed to determine whether feasible alternatives exist in order to protect these sensitive areas. Projects will be compliant with all applicable Federal, State and local sensitive area regulations. 5. Some projects may affect the land and shoreline use because the City's Sewer System Plan is based on population projections and land use designations contained in the City's Comprehensive Land Use Plan, as required by State law. Land use and Shoreline impacts identified during project -specific review will reviewed for consistency with existing plans, and will comply with requirements and conditions imposed by the relevant permitting approval agencies. 6. This plan will not increase the demand on transportation. The projects in the plan provide a framework for future development of the City's sewer system and the need for associated resources based on projected growth. 7. There are no known conflicts anticipated with Local, State, or Federal laws or requirements for the protection of the environment. V. PUBLIC COMMENTS Public notice for this SEPA review is not required per the Public notice - procedure Section of the SEPA Chapter of the Tukwila Municipal Code. (TMC 21.04.210) VI. CONCLUSION The non -project proposal can be found to not have a probable significant adverse impact on the environment and pursuant to the SEPA Rules in the Washington Administrative Code (WAC 197-11-340,) a Determination of Nonsignificance (DNS) is issued for this proposal. This DNS is based on impacts identified within the environmental checklist and the above "Final Staff Evaluation for Application No. E22-0002", and is supported by plans, policies, and regulations formally adopted by City of Tukwila for the exercise of substantive authority under SEPA to approve, condition, or deny proposed actions. Prepared by: Max Baker, Development Supervisor Date: September 28, 2022 Page 6 of 6 09/29/2022 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Nora Glerloff, AICP, Director DETERMINATION OF NON -SIGNIFICANCE (DNS) File Number: E22-0002 Applied: July 5, 2022 Issue Date: September 30, 2022 Applicant: Adib Altallal, Public Works, City of Tukwila Lead Agency: City of Tukwila Description of Proposal: This proposal is a SEPA/Environmental Review in preparation for the City of Tukwila to update the Comprehensive Sewer System Plan. This is a Non -Project action. Location: City of Tukwila, city-wide. This notice is to confirm the decision reached by Tukwila's SEPA Official to issue a Determination of Non -significance (DNS) for the above project based on the environmental checklist and the underlying permit application. The City has determined that the proposal does not have a probable significant adverse impact on the environment. An environmental impact statement (EIS) is not required under RCW 43.21c.030(2) (c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. Project materials including the application, any staff reports, and other studies related to the permits are available for inspection at the Tukwila Department of Community Development 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188. The project planner is Max Baker, who may be contacted at (206) 431-3683 for further information. This DNS is issued under WAC 197-11-340(2). The lead agency will not act on this proposal for 14 days from the date below; com es must be subiitted wjthin this period. Nora Gierloff, Responsible Official City of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 (206) 431-3670 g-<30-as Date The decision is appealable to the Superior Court pursuant to the Judicial Review of Land Use Decisions, Revised Code of Washington (RCW 36.70C). Any appeal shall be linked to a specific governmental action. The State Environmental Policy Act is not intended to create a cause of action unrelated to a specific governmental action. Appeals of environmental determinations shall be commenced within the time period to appeal the governmental action that is subject to environmental review. (RCW 43.21C.075) Cc: Adib Altallal, applicant State Department of Ecology, SEPA Division King County Assessor Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website:TukwilaWA.gov APPENDICES DECEMBER 2024 / FINAL / CAROLLO APPENDIX B AGENCY/ADJACENT PURVEYOR COMMENTS AND APPROVAL CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE GSP Revision Date: GSP Contact: December 1, 2021 Adib Altallal General Sewer Plan - Ecology Comment Sheet for Tukwila Sewer District Reviewed By: Sean Wilson, P.E. Review Date: 12/13/2023 N/A Section Chapter 2 and 4 Comment The figures in the two chapters referenced in Table 1.7 are insufficient to meet the requirements of WAC 173-240-050(3)(d)(v). Please provide a layout map or figure that includes topography and slope/drainage direction of all lines. Ecology Reviewer Wilson GSP Response GSP Responder Ecology Acceptance Comments 2 N/A General The newly passed HB1110 will allow multi -family units on most lots (especially those in King County). How will HB 1110 affect zoning and population projections within the District? Wilson 3 N/A General Please include a reclaimed water discussion to (at a minimum)include identified potential users of reclaimed water within the district's service area. Has the district completed the County's "Water Reclamation Evaluation Checklist"? The regulatory requirements listed under RCW 90.48.112 appear to be incomplete. Additionally, RCW 90.46.120 requires Water System Planning under DOH's authority to evaluate opportunities for using reclaimed water in coordination with evaluations done in a general sewer plan submitted under RCW 90.48.110. Wilson 4 38, 61 Chapter 1 A Chapter 8 related to financial calculations is referenced in a couple locations but at least some of that information appears to be included in Chapter 7 and no Chapter 8 was included with this draft. Please include a Chapter 8 or remove references to it. Wilson 5 43 Chapter 1.8.1 Please include a statement clarifying that the Policies and Criteria conform with the standards set forth in the Orange Book and that they shall be updated in the case of revision of the Orange Book. Wilson 6 51 Chapter 1.8.1 In the description of "Collection Facilities" that describes side sewer operation there is no mention of individual grinder pumps. Do any side sewers within the district's service area use grinder pumps? If so, who own/maintains these pumps? WAC 173-240-104 extends to grinder pumps that serve a single residence. Please clarify if the District has any policies or ordinances in place related to individual grinder pumps and if the city has standard design specifications for these systems? What steps does the city take to ensure individual grinder pumps are properly operated and maintained to protect public health and water quality? Wilson 7 59 (Chapter 1.9 From the wording of the SEPA section, it seems like no final determination has been made on the significance of the GSP. In order for Ecology to approve/stamp the GSP, the SEPA process must be complete. Please revise with the conclusion of the GSP SEPA process and include as Appendix A. The statement about separate SEPA processes being used for the capital projects is nrron+ohIn Wilson 8 63 Chapter 2 Per WAC 173-240-050(3)(d)(vii), please include a layout map including the location of wells or other sources of water supply. It is currently difficult to determined if unsewered areas pose a risk to water wells or surface waters. Wilson Page 1 of 2 12/24/2024 9 99 Section Appendix G Comment Per Figure 4.2, one drainage basin within the District service area sends flows to SPU/City of Seattle but no agreement is provided between these two entities. Please provide the contract with SPU in Appendix G or an explanation of what requirements SPU's has placed on the acceptance of flow. Ecology Reviewer Wilson GSP Response GSP Responder Ecology Acceptance Comments 10 143 6.4.2 Please include a summary of how emergencies/spills will be reported to Ecology. This can be do via summary/reference to the relevant portions of the District's 'Emergency Action Plan'. All spills that pose a risk to human health or the environment must be reported immediately to Ecology via our ERTS system. Ecology also strongly recommends that all sewer district's submit a report within five days of an incident describing any immediate response action, cause of the incident, and corrective actions to prevent Wilson 11 164 Chapter 7 Per 173-240-050(3)(I), the District must present a table with the expected cost per service during the planning period. While Table 7.7 provides most of the information of this requirement (debt servicing costs, CIP expenses, etc.), it does not include an expected cost of service. Wilson 12 271 Appendix G The original 'Basic Agreement' dated September 1, 1966 (which is referenced in the May 23, 1968 amendment) needs to be included in this appendix as the currently included documents do not include any discuss of flow acceptance by King County. This information is presumably included in the original 'Basic Agreement'. Wilson Page 2 of 2 12/24/2024 L41 King County Utilities Technical Review Committee Department of Local Services 201 S Jackson Street KSC-LS-0815 Seattle, WA 98104 www.kingcounty.gov City of Tukwila, Comprehensive Sanitary Sewer Plan Update (DRAFT December 2021) The City of Tukwila submitted a draft General Sewer System Plan ("Plan") for review by the King County Utilities Technical Review Committee (UTRC) on January 17, 2024. Staff has reviewed the Plan for local statutory requirements and impacts on service to residents in the unincorporated county. On February 21, 2024, the UTRC held a meeting to review the plan and provide comments to the City on the draft Plan. The UTRC requests the following changes and/or clarifications: General Comments 1. The City must adopt the Plan prior to the County approving it. 2. The plan does not identify the number of existing connections or customers. Provide this information under the background or general description of the system. 3. Do the city's land use regulations discourage or prohibit on -site septic systems within the sewer service area? If yes, provide a description of the policy within the service policy section. 4. Does the City know the number of properties utilizing on -site septic systems? Does the City have any plans or a strategy to connect properties to its system that currently use on -site septic systems for wastewater disposal? Particularly Drainage Basin No. 7 where the draft Plan notes a significant area is on on -site septic and will potentially be sewered by the City. 5. King County Code 13.24.010 H. requires sewer system plan to address 1) areas of concern regarding corrosion, and odor control, and steps being taken, and 2) opportunities for reclaimed water. It does not appear that these items are addressed. Please incorporate text to address these items. Specific Comments 6. Page 3-3, 3.4 Projected Dry Weather Flow. This section states that projected flows were based off the future land use, assuming all parcels currently determined to be vacant will be fully developed at build -out. It appears that the sewer plan does not consider PSRC projected growth, like the water system plan, nor is there any information that confirms that the projected growth is consistent with the City's adopted growth targets. WAC 173-240-050 requires "the population trend as indicated by available records, and the estimated future population for the stated design period. Briefly describe the method used to determine future population trends and the concurrence of any appliable local or regional planning agencies." Clarify/provide additional documentation addressing the method of projecting future growth as it correlates to the PSRC growth forecasts and the City's adopted growth targets. City of Tukwila, Comprehensive Sanitary Sewer Plan Update (DRAFT December 2021) 7. Page 5-16, 5.5 Inflow and Infiltration Evaluation. The text states that four of the seven basins are within acceptable !Prange as they are below 2,500 gpad. Note that the King County standard is 1,100 gpad as referenced in KCC 13.24.010 H. 8. Table 7.5 identifies short-term capital project total costs at $10,200,000. This appears to an error as the costs associated with the projects listed in the table total $9,200,000. Please correct. 9. Text under section 7.5.1 (Sewer Capital Improvements) and Table 7.6 — 10-Year Capital Improvement Plan Summary (unescalated), states that the recommended capital projects (2021 — 2030) total $27,880,000. This estimate is not consistent with Table 7.5 estimates for short and medium -term capacity projects, when corrected totals $30,280,000. Please explain. The King County UTRC thanks you for the opportunity to review and comment. Please contact me at (206)263-3733 or dcardwell@kingcounty.gov if you have any questions. 2/22/24 Dan Cardwell, Chair of the King County Utility Technical Review Committee Date Page 2 Natalie Reilly From: Adib Altallal <Adib.Altallal@TukwilaWA.gov> Sent: Wednesday, March 20, 2024 6:18 PM To: Aurelie Nabonnand Cc: Natalie Reilly Subject: FW: City of Tukwila Sewer Comprehensive Plan - Comments Attachments: Page 106 from Comprehensive Sanitary Sewer Plan Feb22 Update - Draft.pdf CAUTION: This email originated from outside Carollo Engineers. Do not open attachments or click links unless you recognize the sender. FYI From: Joe Stowell <Sttowell@Rentonwa.gov> Sent: Tuesday, March 19, 2024 7:32 AM To: Adib Altallal <Adib.Altallal@TukwilaWA.gov> Subject: RE: City of Tukwila Sewer Comprehensive Plan - Comments Hi Adib, I did a quick review of the comp plan and focused on Renton. The description of Basin 10 has a spelling error (easy vs. east). See the attached pdf. Other than that, it looks very familiar. Carollo did our plan as well. Sincerely, Joe Joe Stowell, PE Wastewater Utility Engineering Manager City of Renton, Public Works Department 425-757-7569 From: Adib Altallal <Adib.Altallal@TukwilaWA.gov> Sent: Thursday, February 22, 2024 3:19 PM To: Adib Altallal <Adib.Altallal@TukwilaWA.gov> Subject: City of Tukwila Sewer Comprehensive Plan - Comments CAUTION: This email originated from outside the City of Renton. Do not click links, reply or open attachments unless you know the content is safe. Good evening, 1 I hope you are having a wonderful week. We are in the last stages before we adopt our sewer comp plan. As an adjacent purveyor, please review the plan at the link below and send me any comments you have prior to April 1, 2024. rn IP Comprehensive Sanitary Sewer Plan Feb22 Update.pdf Thank you, Adib 206.240.0633 Notice: Emails and attachments may be subject to disclosure pursuant to the Public Records Act (chapter 42.56 RCW). CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. Notice: Emails and attachments may be subject to disclosure pursuant to the Public Records Act (chapter 42.56 RCW). 2 GSP Revision Date: GSP Contact: December 1, 2021 Adib Altallal General Sewer Plan - Comment Sheet for City of Tukwila Reviewed By: Review Date: Sean Wilson, P.E. 12/13/2023 Comment eviewer GSP Response 3 Ecoi ]i N/A Chapter 2 and 4 The figures in the two chapters referenced in Table 1.7 are insufficient to meet the requirements of WAC 173-240-050(3)(d)(v). Please provide a layout map or figure that includes topography and slope/drainage direction of all lines. Wilson, Ecology A new figure with topography and gravity main flow direction was added to Chapter 4 (Figure 4.3) Carollo complete 2 N/A General The newly passed HB1110 will allow multi -family units on most lots (especially those in King County). How will HB 1110 affect zoning and population projections within the District? Wilson, Ecology A new Technical Memorandum (incuded as Appendix M) describes how HB 1110 affects population projections and the flow projections for the City's sewer system. The main conclusion from the TM is that no adjustments are needed to the City's proposed CIP to meet the changes in flow projections from HB 1110. Carollo complete 3 N/A General Please include a reclaimed water discussion to (at a minimum)include identified potential users of reclaimed water within the district's service area. Has the district completed the County's "Water Reclamation Evaluation Checklist"? The regulatory requirements listed under RCW 90.48.112 appear to be incomplete. Additionally, RCW 90.46.120 requires Water System Planning under DOH's authority to evaluate opportunities for using reclaimed water in coordination with evaluations done in a general sewer plan submitted under RCW 90.48.110. Wilson, Ecology The Comprehensive Water System Plan included the "Water Reclamation Evaluation Checklist". This checklist is now included as Appendix L in the sewer plan (and referenced in Chapter 4). Carollo complete 4 38, 61 Chapter 1 A Chapter 8 related to financial calculations is referenced in a couple locations but at least some of that information appears to be included in Chapter 7 and no Chapter 8 was included with this draft. Please include a Chapter 8 or remove rpferenrrs in it Wilson, Ecology All references to Chapter 8 were updated to reference Chapter 7. Carollo complete 5 43 Chapter 1.8.1 Please include a statement clarifying that the Policies and Criteria conform with the standards set forth in the Orange Book and that they shall be updated in the case of revision of the Orange Book. Wilson, Ecology The following text was added to Section 1.8.1: "The policies and criteria conform with the standards outlined in The Criteria for Sewer Works Design (Orange Book) (Ecology, May 2023) and will be updated in the case of revision of the Orange Book. An update to the Orange Book will not immediately call for an update to this Plan. When this Plan is due for an update, it will comply with the most recent version of the Orange Book." Carollo complete 6 51 Chapter 1.8.1 In the description of "Collection Facilities" that describes side sewer operation there is no mention of individual grinder pumps. Do any side sewers within the district's service area use grinder pumps? If so, who own/maintains these pumps? WAC 173-240-104 extends to grinder pumps that serve a single residence. Please clarify if the District has any policies or ordinances in place related to individual grinder pumps and if the city has standard design specifications for these systems? What steps does the city take to ensure individual grinder pumps are properly operated and maintained to protect public health and water quality? Wilson, Ecology There are some side sewers with grinder pumps within the City's system. Homeowners own and maintain the grinder pumps. A note was added to Table 1.2 with this information. Carollo complete 7 59 Chapter 1.9 From the wording of the SEPA section, it seems like no final determination has been made on the significance of the GSP. In order for Ecology to approve/stamp the GSP, the SEPA process must be complete. Please revise with the conclusion of the GSP SEPA process and include as Appendix A. The statement about separate SEPA processes being used for the capital projects is acceptable. p Wilson, Ecology Conclusions from the SEPA checklist include: "The non -project proposal can be found to not have a probable significant adverse impact on the environment and pursuant to the SEPA Rules in the Washington Administrative Code (WAC 197-11-340) a Determination of Nonsignificance (DNS) is issued for this proposal. This DNS is based on impacts identified within the environmental checklist and the above "Final Staff Evaluation for Application No. E22-0002", and is supported by plans, policies and regulations formally adopted by City of Tukwila for the exercise of substantive authority under SEPA to approve, condition, or deny proposed actions. Text in Section 1.9 was updated to note the conclusions. Carollo complete 8 63 Chapter 2 Per WAC 173-240-050(3)(d)(vii), please include a layout map including the location of wells or other sources of water supply. It is currently difficult to determined if unsewered areas pose a risk to water wells or surface waters. Wilson, Ecology The City does not have any wells or other sources of water supply within the sewer system. The City's sources of supply only consist of interties with SPU. No changes to the Plan were completed. Carollo no change 9 99 Appendix G Per Figure 4.2, one drainage basin within the District service area sends flows to SPU/City of Seattle but no agreement is provided between these two entities. Please provide the contract with SPU in Appendix G or an explanation of what requirements SPU's has placed on the acceptance of flow. Wilson, Ecology The City's agreement with Seattle is provided in Appendix G. Carollo complete Reviewer GSP Response GSP Responder Ecology Acceptance Co 10 143 6.4.2 Please include a summary of how emergencies/spills will be reported to Ecology. This can be do via summary/reference to the relevant portions of the District's 'Emergency Action Plan'. All spills that pose a risk to human health or the environment must be reported immediately to Ecology via our ERTS system. Ecology also strongly recommends that all sewer district's submit a report within five days of an incident describing any immediate response action, cause of the incident, and corrective actions to Wilson, Ecology Added a subsection " 6.4.2.3 Reporting Spills to Ecology" with the following text: If a spill occurs, the City will respond and contain the spill. Then the emergency/spill would be reported to the Department of Ecology (DOE) Spill Hotline and filed on the DOE Environmental Reports Tracking System (ERTS) with the results of the clean-up efforts and details of the spill. 11 164 Chapter 7 Per 173-240-050(3)(1), the District must present a table with the expected cost per service during the planning period. While Table 7.7 provides most of the information of this requirement (debt servicing costs, CIP expenses, etc.), it does not include an expected cost of service. Wilson, Ecology A cost of service analysis was not conducted for this Plan. However, the projected annual cost to serve sewer customers is shown in the total projected expenditures in Table 7.7 Carollo 12 271 Appendix G The original 'Basic Agreement' dated September 1, 1966 (which is referenced in the May 23, 1968 amendment) needs to be included in this appendix as the currently included documents do not include any discuss of flow acceptance by King County. This information is presumably included in the original 'Basic Aaroamont' Wilson, Ecology The City cannot locate the Basic Agreement from 1966 so it is not included in Appendix G. complete complete no change or -carol: Project Name: Client: Date Last Updated: Comment No. 13 Comprehensive Sanitary City of Tukwila 0ctober23, 2024 Page 4 General Comment Sewer Plan Section Comprehensive Sanitary Sewer Update Comment The City must adopt the Plan prior to the County approving it Plan Update - Reviewer Cardwell, King County Agency Review Draft Response Noted. Plan will be approved before It Is sent to County for approval Responder Carollo Status no change 14 General Comment The plan does not identify the number of existing connections or customers. Provide this information under the background or general description of the system. Cardwell, King County The City has 1,876 sewer connections as of the end of 2023. This information was added to Section 4.1 Carollo complete 15 General Comment Do the city's land use regulations discourage or prohibit on -site septic systems within the sewer service areal If yes, provide a description of the policy within the service policy section. Cardwell, King County The City's land use regulations do not discourage of prohibit on -site septic systems within the sewer service area. However, if any part of the septic system is more than 250 feet from an existing main, County approval is required. Section 1.8.1 was updated to include this information. Carollo complete 16 General Comment Does the City know the number of properties utilizing on -site septic systems? Does the City have any plans or a strategy to connect properties to its system that currently use on -site septic systems for wastewater disposal? Particularly Drainage Basin No. 7 where the draft Plan notes a significant area is on on -site septic and will potentially be sewered by the City Cardwell, King County The number of properties with on -site septic systems in the City is not known/ There is no fee collection or permitting. The City has plans to connect the properties to its sewer system. The buildout scenario assumes that all parcel are served by the City for the capacity analysis. Carollo no change 17 General Comment King County Code 13.24.010 H. requires sewer system plan to address 1) areas of concern regarding corrosion, and odor control, and steps being taken, and 2) opportunities for reclaimed water. It does not appear that these items are addressed. Please incorporate text to address these items, Cardwell, King County See Comment 43 for discussion of reclaimed water. The City had one area of concern for corrosion in its sewer system, but the City has fixed the area of concern. The City does not have any areas of concern for odor control. Section 6.5.1 was updated to include this information, Carollo complete 18 3-3 ,.. This section states that projected flows were based off the future land use, assuming all parcels currently determined to be vacant will be fully developed at build -out. It appears that the sewer plan does not consider PSRC projected growth, like the water system plan, nor is there any information that confirms that the projected growth is consistent with the City's adopted growth targets. WAC 173-240-050 requires "the population trend as indicated by available records, and the estimated future population for the stated design period. Briefly describe the method used to determine future population trends and the concurrence of any appliable local or regional planning agencies." Clarlfy/provide additional documentation addressing the method of projecting future growth as it correlates to the PSRC growth forecasts and the City's adopted growth targets. Cardwell, King County The sewer plan uses consumption per acre. Projected demographic trends were developed using data provided by the Puget Sound Regional Council (PSRC) as well es the City's vacant parcels information. PSRC publishes population, household, and employment projections by census tracts. The projections Include the total population and number of employees in each census tracts for the following years: 2020, 2025, 2030, 2035, and 2040. For more details on methodology see Section 4.4 of the Comprehensive Water Plan 2020 Update. Section 3.5 was updated to Include this information. Carollo complete 19 5-16 _,. _. The text states that four of the seven basins are within acceptable Orange as theyare below 2,500 ad. Note that the Kin Countystandard is 1,100 gp ggpad as referenced in KCC 13.24.030 H. Cardwell, King County 2500 gpad is still acceptable for existing areas. Text in Section 5.5 was updated to onclude the peak I/1 rate below 2,500 gpd/ac is for existing areas. Carollo complete 20 Table 7.5 7 Table 7.5 identifies short-term capital project total costs at $10,200,000. This appears to an error as the costs associated with the projects listed in the table total 59,200.000. Please correct. Cardwell, King County Table 7.5 included a typo for the total CIP costs in the Short -Term. Total was updated from $10.2M to $9.2M. Carollo complete 21 7.5.1 Text under section 7.5.1 (Sewer Capital Improvements) and Table 7.6 — 10-Year Capital Improvement Plan Summary (unescalated), states that the recommended capital projects (2021 — 2030) total $27,880,000. This estimate is not consistent with Table 7.5 estimates for short and medium -term capacity projects, when corrected totals $30,280,000. Please explain. Cardwell, King County Table 7.6 was missing project LS2. Table was updated to include LS2, Carollo complete 22 4.5.10 EAST I 4.5.10 Drainage Baal,. No. 10 City of Renton Typo in Section 4.5.10 was fixed. Carollo complete Drainage Basin Na.10 earn eGreen River.ltis bounded generally by the southern boundaryot Basin No. on of 5[randereoulevard)onthe north, the riveron Me west, South lanth Street on the south, and the City lirrrits(3N5F as dglt-t-way)on the east. k is comprised of light industrial uses. Sewerserrice consists primarilyora 120-inch pipeline that flow, bygravty from the extension of Miekles Boulevard {Castro Boulevard) to the 360-inch King Cduaey wrn., te,00ptoralong Slander Boulevard. APPENDICES DECEMBER 2024 / FINAL / CAROLLO APPENDIX ADOPTING RESOLUTION AND ORDINANCE CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE APPENDICES DECEMBER 2024 / FINAL / CAROLLO APPENDIX ADS FLOW MONITORING REPORT CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE City of Tukwila Temporary Flow Monitoring November 2020 — February 2021 Report Submitted February 24, 2021 ti ENVIRONMENTAL SERVICES AOS. ANFWro{ 55Cil6 iir roatadcgr9oS#i7!Z. MiEr February 24, 2021 Aurelie Nabonnand Carollo Engineers 1200 Fifth Avenue, Suite 900 Seattle, WA 98101 Re: City of Tukwila Results and Analysis of 2021 Flow Monitoring Data Dear Ms. Nabonnand, Thank you for the opportunity to complete this flow monitoring work effort for the City of Tukwila. Please find attached the electronic report of results and conclusions based on the flow monitoring study conducted between November 2020 and February 2021. Hydrographs and scattergraphs of the data are available in the report. The Excel raw and edited data is being provided in addition to the report. Aurelie, we certainly look forward to other opportunities to work on flow monitoring projects as they arise. If you have any questions regarding the content of this report, please do not hesitate to call me at (206) 793 8064. Sincerely, Mike Pina Senior Project Manager mpina@idexcorp.com Methodology Introduction Background Carollo Engineers entered into agreement with ADS Environmental Services to conduct flow monitoring at (7) seven metering points located in Tukwila, WA. The study was contracted for a 90 day monitoring period. The objective of this study was to measure depth, velocity, and quantify flows and to better understand the dry and wet weather flows as well as for the purpose of modeling. Project Scope The scope of this study involved using temporary flow monitors to quantify stormwater flow at the designated locations. Specifically, the study included the following key components. • Investigate the proposed flow -monitoring sites for adequate hydraulic conditions • Flow monitor installations • Flow monitor confirmations and data collections • Flow data analysis Equipment installation was accomplished starting in November 12, 2020. The monitoring period was completed on February 9, 2021. Equipment and Methodology Flow Quantification Methods There are two main equations used to measure open channel flow: the Continuity Equation and the Manning Equation. The Continuity Equation, which is considered the most accurate, can be used if both depth of flow and velocity are available. In cases where velocity measurements are not available or not practical to obtain, the Manning Equation can be used to estimate velocity from the depth data based on certain physical characteristics of the pipe (i.e. the slope and roughness of the pipe being measured). However, the Manning equation assumes uniform, steady flow hydraulic conditions with non -varying roughness, which are typically invalid assumptions in most drainage systems. The Continuity Equation was used exclusively for this study. Continuity Equation The Continuity Equation states that the flow quantity (Q) is equal to the wetted cross - sectional area (A) multiplied by the average velocity (V) of the flow. Q=A*V This equation is applicable in a variety of conditions including backwater, surcharge, and reverse flow. Most modern flow monitoring equipment, including the ADS Models, measure both depth and velocity and therefore use the Continuity Equation to calculate flow quantities. Flow Monitoring Equipment The ADS Triton+ monitor was selected for this project. This flow monitor is an area velocity flow monitor that uses both the Continuity and Manning's equations to measure flow. The ADS Triton+ monitor consists of data acquisition sensors and a battery -powered microcomputer. The microcomputer includes a processor unit, data storage, and an on- board clock to control and synchronize the sensor recordings. The monitor was programmed to acquire and store depth of flow and velocity readings at 5-minute intervals. The Triton+ monitor features cross-checking using multiple technologies in each sensor for continuous running of comparisons and tolerances. The sensor options used for this project were the peak combo sensor, smart depth sensor, and long range depth sensor. ThePeakComboSensor installed at the bottom of the pipe includes three types of data acquisition technologies. The up looking ultrasonic depth uses sound waves from two independent transceivers to measure the distance from the sensor upward toward the flow surface; applying the speed of sound in the water and the temperature measured by sensor to calculate depth. The pressure depth is calculated by using a piezo-resistive crystal to determine the difference between hydrostatic and atmospheric pressure. The pressure sensor is temperature compensated and vented to the atmosphere through a desiccant filled breather tube. To obtain peak velocity, the sensor sends an ultrasonic signal at an angle upward through the widest cross-section of the oncoming flow. The signal is reflected by suspended particles, air bubbles, or organic matter with a frequency shift proportional to the velocity of the reflecting objects. The reflected signal is received by the sensor and processed using digital spectrum analysis to determine the peak flow velocity. TheSmarthDepthSensor installed at the top of the pipe includes one type of data acquisition technology. The down looking ultrasonic depth uses sound waves from two independent transceivers to measure the distance from the sensor downward toward the flow surface; applying the speed of sound in the air and the temperature measured by the sensor to calculate depth. Installation Installation of flow monitoring equipment typically proceeds in four steps. First, the site is investigated for safety and to determine physical and hydraulic suitability for the flow monitoring equipment. Second, the equipment is physically installed at the selected location. Third, the monitor is tested to assure proper operation of the velocity and depth of flow sensors and verify that the monitor clock is operational and synchronized to the master computer clock. Fourth, the depth and velocity sensors are confirmed and line confirmations are performed. A typical flow monitor installation is shown in Figure 1. The installations depicted in Figure 1 are typical for circular or oval pipes. In installations into pipes 42-inches or less in diameter, combo sensors are mounted on an expandable stainless steel ring and installed one to two pipe diameters upstream of the pipe/manhole connection in the incoming sewer pipe. This reduces the effects of turbulence and backwater caused by the connection. In pipes larger than 42 inches in diameter, a special installation is made using two sections of the ring; one bolted to the crown of the pipe for the surface combo sensor and the other bolted to the bottom of the pipe to hold the peak combo sensor. Larne Pine ( > 42" Diameter) Fiaure 1 Tvnical Installation Small Pi eS 8" to 42" Diameter koimksi auslinasket ;maw IN. Data Collection, Confirmation, and Quality Assurance During the monitoring period data collects from the meters were done remotely via wireless connection. Quality assurance taken to assure the integrity of the data collected included: • Measure Power Supply: The monitor is powered by a dry cell battery pack. Power levels are recorded and battery packs replaced, if necessary. A separate battery provides back-up power to memory, which allows the primary battery to be replaced without the loss of data. • Perform Pipe Line Confirmations and Confirm Depth and Velocity: Once equipment and sensor installation is accomplished, a member of the field crew descends into the manhole to perform a field measurement of flow rate, depth and velocity to confirm they are in agreement with the monitor. Since the ADS V-3 velocity sensor measures peak velocity in the wetted cross -sectional area of flow, velocity profiles are also taken to develop a relationship between peak and average velocity in lines that meet the hydraulic criteria. Measure Silt Level: During site confirmation, a member of the field crew descends into the manhole and measures and records the depth of silt at the bottom of the pipe. This data is used to compute the true area of flow. Confirm Monitor Synchronization: The field crew and data analyst checks the flow monitor's clock for accuracy. Upload and Review Data: Data collected by the monitor is uploaded and reviewed for comparison with previous data. All readings are checked for consistency and screened for deviations in the flow patterns, which may indicate system anomalies or equipment failure. Data Analysis and Presentation Data Analysis A flow monitor is programmed to collect data at 5-minute intervals throughout the monitoring period. The monitor stores raw data consisting of (1) the updepth (distance from sensor to top of flow) for each active ultrasonic depth sensor, (2) the peak velocity and (3) the pressure depth. The data is imported into ADS's proprietary software and is examined by a data analyst to verify its integrity. The data analyst also reviews the daily field reports and site visit records to identify conditions that would affect the collected data. Velocity profiles and the line confirmation data developed by the field personnel are reviewed by the data analyst to identify inconsistencies and verify data integrity. Velocity profiles are reviewed and an average to peak velocity ratio is calculated for the site. This ratio is used in converting the peak velocity measured by the sensor to the average velocity used in the Continuity equation. The data analyst selects which depth sensor entity will be used to calculate the final depth information. Silt levels present at each site visit are reviewed and representative silt levels established, there was no silt found at any of the sites included in this study. Occasionally the velocity sensor's performance may be compromised resulting in invalid readings sporadically during the monitoring period. This is generally caused by excessive debris (silt) blocking the sensor's crystals, shallow flows (—< 2") that may drop below the top of the sensor or very clear flows lacking the particles needed to measure rate. In order to use the Continuity equation to quantify flow during such brief (in respect to overall study duration) periods of velocity sensor "fouling", a Sr. Analyst and/or Engineer will use the site's historical pipe curve (depth vs. velocity) data along with valid field confirmations to reconstitute and replace the false velocity recordings with expected velocity readings for a given historical depth along the curve. Selections for the above parameters can be constant or can change during the monitoring period. While the data analysis process is described in a linear manner, it often requires an iterative approach to accurately complete. TU KSS00789 Located At: 345 Andover Park E (see attached site report for details) Monitoring Period: November 12, 2020 — February 9, 2021 Pipe Dimensions: 7.63" x 7.63" Finalized Silt Level: 0" Site Data Characteristics: The hydrograph indicates a diurnal flow pattern with a pump station influence during the dry weather periods, with a slight increase in flow during large rain events throughout the monitoring period. The scattergraph indicates that the site operated in free flow conditions throughout the monitoring period. The site did not surcharge during the monitoring period. All of the data plots below the Froude=1 curve indicating subcritical flow. Site Data Bias & Editing: The depth and velocity measurements recorded by the flow monitor were consistent with field confirmations conducted to date and supported the relative accuracy of the flow monitor at this location. The finalized depth data utilized the Pdepth sensor during the monitoring period. The Pdepth was shifted up 0.5" to line up with the field confirmations. The velocity pops and drops were interpolated throughout the monitoring period. Site Data Uptime: The data uptime achieved during the monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate the flow rate for the monitoring period. Entity Percentage Uptime Percentage Uptime Raw Final Depth (in) 100% 100% Velocity (f/s) 100% 100% Quantity (MGD) 100% 100% Site Data Summary: The average flow depth, velocity, and quantity data observed during the monitoring period along with observed minimum and maximum data are provided in the following table. The minimum and maximum rates recorded in the tables are based on 5-minute data intervals. Item Depth (in) Velocity (f/s) Quantity (MGD) % Full Minimum 1.64 0.22 0.01 21.5% Maximum 5.02 1.86 0.27 65.8% Average 2.24 0.66 0.04 29.4% Tukwila.TFM.WA20-21 joeu3s Ste N ame Flow Sire MonnormQ Reporr ENVIROMMENTAL SERVICES ' TUK SS00789 - Site Ad cis:: .•--s cab' on: 341 Andtiv Park E Molitor Series 1-1111T01..F. --ustudn Trpt rer.x,rary Site Acre:: Den : Drive Latitude: Lor.-,:tulle: 47..473342 -1227.313132. Ise Size 01 a WI. 7SSA7S3 Rcke 91110e 'Sim lila- _,.- l _ •,..C.,-..--,_ . =-7s. Milli . - --:k. j . 1117 ,• _ at. - ,•• "it ' '• , , • . - .. . Manhole li S.S00143 lyste-n Clairade-i Reirrrlial leig • Rumas Dry e Tar& 1...1erliJm II - i. - - - • _ - _ ,. 1,1 . .. . ..,... i _ -. 1 - _ ...., , . 6 L. -- ----- - - . .. 7-- _ - . ' l • . AL • r 4 .., • . .. Installation Info-mat:km Installation1Dirte: rty_rsclay, November 12„. 2D20 hwhallation-rff DO3Dle' Standard Ring end Crank Monitur4 Location penstas Up_stream 0-1 Monitor Lcsutiorc klarroe Sensor ,0 Dey :es: Peak Comcc 1=4. :- s-: : a:::1- IC11 '-e...-o-re Sensor Range ,lpsil 0 - In5tal'ation Confirmation: -71rre 3:22:00 AM Depth of Row Met DO.F1 lin) 3.13 M Ph ysical Cirr-lt frn) Mcsanyernent Ccurrli dal ce • r Peak V elo dr( 11'5) 1.97 Welocity Sr Offset lin) N'',4 Silt l'inl Silt -I -roe --. . ' ., • yr • i . . _ , 4. * irt‘. r . _ . • . - , — . _ `y. . ..yr • , • • rl"' , Manhole / Ripe Information: Manhole Dcgth 1:Appro.y. Fri: 9 Y N -1- o e COTkprati an f1r_ge. NIMuude keuterist Cono-ete Rtsfrole Com:like: Gbscl - ..„,.--,• e. . , 1 MR y y it, , ' , - Marti Me Gamins Dia rrett- i' r 1 DR ..° srr de Diameter 'Acorn% I: De 14.1enhoie COY er lylwitysde Reir-4 ST{tl Ncrrral Active Corned:kris Yes, Tiside Air quaky: Norma. Film Muir -dal V itired Clay P:ce Pipe Cbrulijon Gcod Communication Information: Cisirtrniniosffun Type 'hire : Artenra Locedon IV 51,3IC .C1 Additional site In o. i comments: AIMS Project Name: -rultwilafardlo.TRM_WA2D-21 ADS Project Number 77,171, 11.3.73 Additional Photos Monitoring Point Outlet Side Connection East Top Down Lotion Side Connection West KEY Flow Direction Monitoring Point 0 0.05 0.04 0.03 = 0.02 0.01 TUK _SS007891m p1IDFINAL ADS Environm ental Services TUK SS007891mp11VFINAL TUK_RGImp11RAIN Pipe Height: 7.63 2.5 2.0 0.5 — 0.0 0.00 15 Sun 22 Sun Nov 2020 l IH i 1 Dec 8 Tue 15 T e 22 Tue 1 Jan 8 Fri 15 Fri 22 Fri Tim e Feb 8 Mon 0.25 0.20 (90.15 20.10 0.05 0.00 0.05 0.04 �0.03 ce 0.02 0.01 0.00 Nov 2020 ADS Environmental Services Pipe Height: 7.63 TUK_SS007891mp11QFINAL TUK_RGIm 1 IRAIN "I ^11 f 9r l . li I Ili l,li 117 y Ili^ it i' �I flp" 11 i II 1 15 Sun 22 Sun 1 Dec 8 Tue 15 Tue 22 Tue 1 Jan Tim e 8 Fri 15 Fri 22 Fri 1 Feb 8 Mon 2.00 1.75 1.50 �1.25 0) 0 0.75 1-0.50 0.25 0.00 ADS Environm ental Services 11112/2020 12:00:00 AM - 211312021 12:00:00 AM 0 VFINAL - DFINAL (25594 pts O O Pipe Height Pipe Height: 7.63 0 2 i 3 4 5 TUK_SS007891mp11DFINAL (in) 6 7 8 The blue line indicates the Froude=1 curve Located At: Monitoring Period: Pipe Dimensions: Finalized Silt Level: TU KSS01105 100 Andover Park W (see attached site report for details) November 12, 2020 — February 9, 2021 11.50" x 11.50" 0" Site Data Characteristics: The hydrograph indicates a diurnal flow pattern during the dry weather periods, with a noticeable increase in flow during large rain events throughout the monitoring period. The scattergraph indicates that the site operated in free flow conditions throughout the monitoring period. The site did not surcharge during the monitoring period. All of the data plots below the Froude=1 curve indicating subcritical flow. Site Data Bias & Editing: The depth and velocity measurements recorded by the flow monitor were consistent with field confirmations conducted to date and supported the relative accuracy of the flow monitor at this location. The finalized depth data utilized the Sdepth sensor from install to 12/16/20, then the Pdepth sensor from 12/16/20 to the end of the monitoring period due to frequent Sdepth pops and drops. The Sdepth and Pdepth pops and drops were interpolated. The velocity pops and drops were interpolated throughout the monitoring period, and a period of bad velocity 11/13/20-11/16/20 was snapped to the best fit curve while the sensor was covered in debris and the velocity dropped. Site Data Uptime: The data uptime achieved during the monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate the flow rate for the monitoring period. Entity Percentage Uptime Percentage Uptime Raw Final Depth (in) 100% 100% Velocity (f/s) 100% 100% Quantity (MGD) 100% 100% Site Data Summary: The average flow depth, velocity, and quantity data observed during the monitoring period along with observed minimum and maximum data are provided in the following table. The minimum and maximum rates recorded in the tables are based on 5-minute data intervals. Item Depth (in) Velocity (f/s) Quantity (MGD) % Full Minimum 3.24 0.71 0.08 28.2% Maximum 9.66 2.14 0.88 84.0% Average 4.81 1.20 0.23 41.8% Tuf uvila.TFM.WA 0- iAtilZie Intl Site Name NTAL How Monitoring Sire Report T i _ Site Addams /Location: 100 Andover Park IV + _'� :if _sic: TRITON- Location Tree Temporary Site.Acc Details:: Drive L LItL@e: Laortutle:: 47.460232 A27_2343E1. - •e Sim ill a'VIrj ' 11.ND 1 11.3.0 Fife SllrK7e Ci-Cua- tt{ _ J1� aKh n i __ - _ — - .• - - _ - - — --} _ +r r w - 4 „ri 4 ___,.., : - ~<r i Manhole is Syatcm Chera teis#ia 2501105 Corner! Alas Tr ttk Dove Medium ,,,,..,...__,._ _ 4411 p s . ______ _.,. 4, II ill ', 1 • - ' .. - - pi4 s r - = -. Installation Information arstall on; Dane: --_-lay. Now_miler 12, 2020 Irstalastion Trpe :cooler. Srorcard Rinr, and Cr!w !4crtarii5 Lomlioal iSereorsj: upstream 0-3 Monitor Court c:r. Vane -roe Sensors / Devices. Peal: Cnmho bo il, SMSS t r3}•L, rI Pressure Sensor Ran5e' Psi; il-.5 ps t latkun Confirmation. Time :0:36+00 AM Death or Flaw j„ertDDF] fm) 4.63 � : Ptrysital Offset jrn) 1.36 a arerrvwrt Cmliaence Fail 0.23` Peak Velocity jip 1.39 Ye:cat? Seesor Offset Ora) I{.'A. Silt ftil 0 SitTyx ik r• +1 It • [ r= .-.. °.r 4I �- ..• ' —' r. r Manhole / Pipe Information: Manhole 3corle IA v.°.'YI: 12 44arisole Caadionrrotion Sina.o M9meee SMffisiel: ManrrdVe Coioitivrc Cpnvetc Good IIarrirnleoxnin5Diameter- lirlI NI areao Diameter 'Approx.': Montrone Cover MAanl',oie Frame Steel NaTral .. _ Active Cora3ed:icr'.s Yes. n ide Pir Quality: Normal Pipe Maternal Rehrrsd Pe0k Fipe Corolitier1 Goad Communication Information_ ComrrJrurahnn Type 'Arirea=. I Arlenrm laoartion Il# r,- a7nale ea! Yn �Ho^^c - Additional Site In o, % Comments: TUX _SS9iih]A*e:-aa:.aTor SS30072 ADS Frnjec: Name: Ttikritt arolaTFM-WA2D-L1 AES Project Nontler y7An7 11_323 Additional Photos Monitoring Paint Outlet Side Connection West k. Top Down Lotion .. T ? tl .... {- KEY Flow Direction _ __ Monitoring Point 10.0 7.5 5,0 � 2.5 0.0 0.05 0.04 " 0.03 TUK SS011051mp11DFINAL ADS Environmental Services TUK SS011051mp11VFINAL TUK RGImp11RAIN Pipe Height: 11.50 3.0 2.5 2.0 1.5 1.0 0.5 — 0.0 cc 0.02 0.01 0.00 ' Nov 2020 0.75 0 0 0.50 LL 0.25 0.00 0.05 0.04 0.03 c 0.02 0.01 0.00 15 Sun 22 Sun i i i • 1 Dec 8 Tue 15 Tue 22 Tue 1 Jan 8 Fri 15 Fri 22 Fri 1 Feb 8 Mon Tim e ADS Environm ental Services TUK SS011051mo11QFINAL TUK RGIm 11RAIN Pipe Height: 11.50 90' '\"\t 15 Sun 22 Sun 1 Dec 8 Tue 15 Tue 22 Tue 1 Jan 8 Fri 15 Fri 22 Fri 1 Feb 8 Mon Nov 2020 Time 3.0 2.5 a2.0 a1.5 E co 1.0 0.5 0.0 ADS Environm ental Services 11/12/2020 12:00:00 AM - 2113/2021 12:00:00 AM Pipe Height: 11.50 101 O O VFINAL -DFINAL (25885 )ls) Pipe Height J 2 3 4 5 6 7 8 9 10 11 1 2 TUK_SS011051mp11DFINAL (in) The blue line indicates the Froude=1 curve Located At: Monitoring Period: Pipe Dimensions: Finalized Silt Level: TU KSS01318 335 Andover Park W (see attached site report for details) November 12, 2020 — February 9, 2021 20.50" x 20.50" 0" Site Data Characteristics: The hydrograph indicates a diurnal flow pattern with a very minor pump station influence during the dry weather periods, with a slight increase in flow during large rain events throughout the monitoring period. The scattergraph indicates that the site operated in free flow conditions at times, and operated in a backwater condition at times. The site did not surcharge during the monitoring period. Almost all of the data plots below the Froude=1 curve indicating subcritical flow, except some of the higher velocity data which plots above the Froude=1 curve indicating supercritical flow. Site Data Bias & Editing: The depth and velocity measurements recorded by the flow monitor were consistent with field confirmations conducted to date and supported the relative accuracy of the flow monitor at this location. The finalized depth data utilized the Pdepth sensor during the monitoring period. The Pdepth was good and did not require and changes. The velocity pops and drops were interpolated throughout the monitoring period. Site Data Uptime: The data uptime achieved during the monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate the flow rate for the monitoring period. Entity Percentage Uptime Percentage Uptime Raw Final Depth (in) 100% 100% Velocity (f/s) 100% 100% Quantity (MGD) 100% 100% Site Data Summary: The average flow depth data observed during the monitoring period along with observed minimum and maximum data are provided in the following table. The minimum and maximum rates recorded in the tables are based on 5-minute data intervals. Item Depth (in) Velocity (f/s) Quantity (MGD) % Full Minimum 1.77 0.09 0.02 8.6% Maximum 14.94 3.16 1.72 72.9% Average 4.18 2.09 0.45 20.4% Tukw ila.TFM,WA20 -21 Site Name A cp Flow Aolonfioring Site Report TUK SS01318 ENVIRONMENTAL _SERVICES' Site Address i'Loostion: 333 Artlineer Park IN Mortib:c Siai. TRIPrON+ LocerlionType -emportry Sire Access Metals: Dte on floachtray Latitzle lure 47.454711 -12225437 Pipe Size ifisrPO: 20.50 1,. 20.3CI Piae Shape Ciro_lar _ • . - . . ' - .. _ ._ ..._ . . - _ 4ss ' P . Li. I -,' Manhole* SS.11312 Srtellt Charactercti= Commercial Ames Dire Trarfic P.iedun .-. • I ' .. . . m_ i I ...., _ , • • ' - ,_. 1.... 1 , -', ''Y 11111 Nall , /!' me J . , ' .7., illii, • -,,,, .. , . . r ..._ . _ _ _ . , Installation Information r.cattelxin" Date: Tti _r-:_.- .• , tlx 112. 21v22 Instate/don Type: Dapper Standard Res. are C-ank Monitoring Loostion i Seraors V. Dcaretrae-n .1.0FI %Connor Location: Manhole Seams ?Devices: Peal CD-ICC =41 :-trt . 43.51 Pressua Sensor R2r5e 1.F1 I =on °Warm- : Depth cf Flovn (iNet [CFI lin) 2.SE C53 Physical °reset lin) 0.25 Yeasizernert Corticlence lin) 0.23' Peak Velocity fps) "raillery Sensor -Cher -et in I Silt (inl 0 Silt Time Tr" . . v i,,,,' I . 1 .. ' ' IP . ' , - - - p 01' A Manhole / Pipe Information: Manhole Death (Appear. FT Manhole Cocatetration S'essle Manhole 'Material". Cono-ete Manhole Conditiorc Goat Manhole 0 penin5 Diameter- iti I Manhole Dia ineter Manhole Caner Steel Manhoe Frame Norna: Adire Curneolior: Yes. 'nside Air Q-atity. Norna Pipe Mater*. Concrete Pipe Cortion: Dope Communication Information: Comm LIP i cat on -rp, LViree::1 Ante -aria Location Yarl- ot Pia ,' ver: - c Additional Site In . / Comrnenrts: :.: . -: 1. 7....!--rt. -,_,y,;•! Carac.TFY VV.423-21 22E021.1.325 Additional Photos Monitoring Point Outlet Skin Connection East ..,. , • ... 1 , . • 4 , J ' ' • ta .. . ir. 41 , . . ., , • . Top Down Location Side Cannes Wet e , _ . —....,.. . , • .,• KEY Flaw Oirecbon hildnitoiing Point — :17--z-.• 15.0 12.5 10.0 7.5 5.0 2.5 0.0 0.05 0.04 0.03 cc 0.02 0.01 0.00 Nov 2020 TUK_SS013181m p11DFINAL 15 Sun 22 Sun ADS Environmental Services TUK SS01318Imp11VFINAL TUK_RGImp11RAIN 4 , „„ 'W���'Ii�'��'���I �� 1 Dec 8 Tue 15 T e 22 Tue 1 Jan Tim e 8 Fri 15 Fri 22 Fri Pipe Height:20.50 1 Feb 8 Mon 4 3 co 2` 1 0 2.0 1.5 0 CD M 1.0 0.5 0.0 0.05 0.04 0.03 = 0.02 0.01 0.00 Nov 2020 ADS Environmental Services TUK SS013181mp11QFINAL TUK RGIm a11RAIN Pipe Height:20.50 11 15 Sun 22 Sun i 111 i 1 Dec 8 Tue 15 Tue 22 Tue 1 Jan Time i 1 8 F i 15 Fri 22 Fri 1 Feb 8 Mon 4.0 3.5 3.0 2.5 a2.0 E co 1.5 OD 1— 1.0 0.5 0.0 ADS Environm ental Services 11/12/2020 12:00:00 AM-2113/2021 12:00:00 AM VFINAL -DFINAL (25917 ptsl i i O O Pipe Height Pipe Height:20.50 00 25 50 75 10.0 12.5 TUK_SS013181mp11DFINAL (in) 15.0 17.5 20.0 The blue line indicates the Froude=1 curve TUKSS01989 Located At: Tukwila Station Access Rd (see attached site report for details) Monitoring Period: November 16, 2020 — February 9, 2021 Pipe Dimensions: 12.00" x 12.00" Finalized Silt Level: 0" Site Data Characteristics: The hydrograph indicates a diurnal flow pattern during the dry weather periods, with a barely noticeable, if any, increase in flow during large rain events throughout the monitoring period, with the exception of a few very intense rain events on 1/1/21, 1/2/21, 1/3/21, and following the 1/12/21 rain event when the site went into a backwater condition. The scattergraph indicates that the site operated in free flow conditions throughout most of the monitoring period except during the backwater conditions that occurred on 1/3/21 and 1/13/21. The site did not surcharge during the monitoring period. All of the data plots below the Froude=1 curve indicating subcritical flow. Site Data Bias & Editing: The depth and velocity measurements recorded by the flow monitor were consistent with field confirmations conducted to date and supported the relative accuracy of the flow monitor at this location. The finalized depth data utilized the Updepth sensor during the monitoring period. The Updepth was shifted down 0.25" to line up with the field confirmations and the drops were interpolated. The velocity pops and drops were interpolated throughout the monitoring period. Site Data Uptime: The data uptime achieved during the monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate the flow rate for the monitoring period. Entity Percentage Uptime Percentage Uptime Raw Final Depth (in) 100% 100% Velocity (f/s) 100% 100% Quantity (MGD) 100% 100% Site Data Summary: The average flow depth, velocity, and quantity data observed during the monitoring period along with observed minimum and maximum data are provided in the following table. The minimum and maximum rates recorded in the tables are based on 5-minute data intervals. Item Depth (in) Velocity (f/s) Quantity (MGD) % Full Minimum 1.59 0.18 0.02 13.3% Maximum 10.11 2.12 0.31 84.3% Average 2.34 1.05 0.08 19.5% T LI kwi la.TFM.WA213-21 Flow Monhoring She Report Site Address Ai:lotion: Siteiaci= Details: ENVIRONMENTAL SERVICES' Site Name TUK_SS01989 TUranla Raton Acress Drive.) mak Latitude: Longitude: 47.65763 -122.242DGE klaritor Series mrro- 'SlHW 12.00 A 1.2.110 Manhole 11,511t9P9 Atoms Dive Location Type Temporary FiFe Shape Ca.cular 2ysten •Oaaracteristia Cornmerdel Traffic Nare Installation Information lnetallation Dater Tuesday h o.ember 17, 2020 rstal etion Type i=tr • :tar -card Ping. wricl Crank Pateaskuran5 Lot:alien itSenson* Lion -earn D-3 r Monitor Locatioir Yarrole Geneors De4ces: Peak Combo 1104 Smart Installation Confirmation: =.11ati P'ess-re Sensor Range 416 0-a Time 2:433X, PM Depth of Flaw [Inlet ODF1 rrn) 2.313 C,3 ROW DIPpert r-r) MieeLrerrent iJeiice Tr Peak Veknity rps) 1.27 Velocity Sewn Offset lirt) %VA Silt Tyne Manhole/ Pipe Information: Marende Dedth (Appok. FT): 12 ktanhalle Conlipration Sior,e Mel! .14ffterial: Concrete Maktiole Concl6on: Goad Marino* Coerrin5 Diameter Itt I °.' err o arneter lApprard: 26 umber] ik116 Railed iii ADS Project Flame: Tulowila.CaroloTFIA.V.412.16-21 Monroe Cover Steel Actiae Crkres Pipe Material itriheo Clay FiCe tylonlarste Frame Nance Air Quatty: Normal Pipe Causative Good Communication I nformatanc Correnonication aype Wires Antenna Location Mearanole Tick I lien Ho e Additional Ste Comment Additional Photos Monitoring Point Outlet 1 • f - 1 ... itli.tiiiiAAIL • - " ' ..: Top Down Location . of. F .... .:4 . - , KEY Row. Direction Monitoring Point 10.0 7.5 5.0 � 2.5 0.0 0.05 0.04 " 0.03 cc0.02 0.01 TUK SS019891mp11DFINAL ADS Environmental Services TUK SS019891mp11VFINAL TUK RGImp11RAIN Pipe Height: 12.00 01 0+„k/o,/ 3.0 2.5 2.0 1.5 1.0 — 0.5 — 0.0 0.00 ' Nov 2020 0.3 0 0.2 LL 0.1 0.0 0.05 0.04 T 0.03 c 0.02 0.01 0.00 15 Sun 22 Sun i i 1 Dec 8 Tue 15 Tue 22 Tue 1 Jan 8 Fri 15 Fri 22 Fri 1 Feb 8 Mon Tim e ADS Environm ental Services Pipe Height: 12.00 TUK _SS019891mp11QFINAL TUK RG1m 11RAIN ILiW'. Ir1 r ' I III Irn !nil 1 r 11Ip 1 I it pt ri • 11111111111111111111 15 Sun 22 Sun 1 Dec 8 Tue 15 Tue 22 Tue 1 Jan Nov 2020 Time 8 Fri 15 Fri 22 Fri 1 Feb 8 Mon 3.0 2.5 a2.0 E cni1 .0 1- 0.5 0.0 ADS Environm ental Services 11/1212020 12:00:00 AM-2113/2021 12:00:00 AM VFINAL -DFINAL (25282 pts O O Pipe Height Pipe Height: 12.00 2 3 4 5 6 7 8 TUK_SS019891mp11DFINAL (in 9 10 The blue line indicates the Froude=1 curve 12 13 TUKSS30129 Located At: 13865 Interurban Ave S (see attached site report for details) Monitoring Period: November 16, 2020 — February 9, 2021 Pipe Dimensions: 10.00" x 10.13" Finalized Silt Level: 0" Site Data Characteristics: The hydrograph indicates a diurnal flow pattern during the dry weather periods, with a noticeable increase in flow during large rain events throughout the monitoring period. The scattergraph indicates that the site operated in free flow conditions throughout the monitoring period. The site did not surcharge during the monitoring period. The lower velocity data plots below the Froude=1 curve indicating subcritical flow, then it transitions to supercritical flow during the higher velocity data indicated by the data which plots above the Froude=1 curve. Site Data Bias & Editing: The depth and velocity measurements recorded by the flow monitor were consistent with field confirmations conducted to date and supported the relative accuracy of the flow monitor at this location. The finalized depth data utilized the Updepth sensor during the monitoring period. The Updepth was good and did not require any changes to be made. The velocity pops and drops were interpolated throughout the monitoring period. Site Data Uptime: The data uptime achieved during the monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate the flow rate for the monitoring period. Entity Percentage Uptime Percentage Uptime Raw Final Depth (in) 100% 100% Velocity (f/s) 100% 100% Quantity (MGD) 100% 100% Site Data Summary: The average flow depth, velocity, and quantity data observed during the monitoring period along with observed minimum and maximum data are provided in the following table. The minimum and maximum rates recorded in the tables are based on 5-minute data intervals. Item Depth (in) Velocity (f/s) Quantity (MGD) % Full Minimum 1.48 0.33 0.01 14.8% Maximum 6.90 3.13 0.69 69.0% Average 2.96 2.23 0.21 29.6% TukwiIa.TFM.WA20-21 Row Monitoring Site Report Site Aaares /Lacatim' ADS Fro:act No ADS Probed. N umt- ENVIRONMENTAL SERINCES - • M.E3 Inter:rroan Axes TrA<wira. Canslio.TFM. WA211-2i 22502-11323 Site Name TUK_SS30129 i lanatr Smn s TRoT NJ+ Sipe 5nie (SI WI 10.0D is 0.i.3 Installation Information IIa tslmtian Date_ &lancing hoerrnc 16, 2020 likiniorrig Location (Sensors Upstream 0-3 F SSW= I Devxes: LocatiarrTyoe Tempo. -:- Priae Shape CirAier Systerrn fl'mfLderf^stia Residerthal Traffic None In:ta loaon Type. D±..y....er Standard itiror ar6 C*ank V•nitcr tocs'amr: hianhaie Press rrxSensor Pang IpOl Peak Cambia l 1.Invert asM- S2L73 I -3 Psi Iftsta lotion Confirmation: Tome 1231:oa Depth of For (wet DDFI Lind 3.13 65 Physicel Caraet t'p 1.30 Peek Velocity (fps) 2.32 Manhole Manhole Deolis (Appeaa.:FY). Manhole Matera,. Concrete MeeIrole openira Diameter I'r I Manhole Coves Suet Active Corr-,rctiar�s Yes..1sile pe Matenen Concrete eastixmer1 Cuf 'i nce IinJ 023° veIcdt • Sensor, 0tfset tii1I NIA Pipe In Sat Tpe matron: Fi apace Cortiin r Ate +,fanhoe Canclitior Gone `-isnrcae 7mrreter (Apariac! : 65othole rrarre Air its Worms Pipe Cmrtton: Goat mmurtIca klan Ififonn @n: Cornmsmiratiml'"y0e Wirae:s Addition Antenna Location searMse Pick ;Vent Mae I Sine info 1' Comments: Additional Photos Monitoring Point Outlet Side Connection Top Down Location KEY FYow Direction L=- Fetortrxg Point 5.0 0 2.5 0.0 0.05 0.04 0.03 = 0.02 0.01 0.00 Nov 2020 0.50 0 0.25 LL 0.00 0.05 0.04 0.03 c 0.02 0.01 0.00 TUK _SS301291mp11DFINAL ADS Environmental Services TUK SS301291mp11VFINAL TUK_RGImp11RAIN Pipe Height: 10.00 i I 15 Sun 22 Sun 1 Dec 8 Tue 15 T e 22 Tue 1 Jan 8 Fri Time ADS Environmental Services 15 Fri 22 Fri 1 Feb 8 Mon 3 co 2` Pipe Height: 10.00 TUK SS301291mp11QFINAL TUK RGIm 1 IRAIN 4d4M1��,4�"P4�r "M�k Wh 15 Sun 22 Sun 1 Dec 8 Tue 15 Tue 22 Tue 1 Jan 8 Fri 15 Fri 22 Fri 1 Feb 8 Mon Nov 2020 Time 4.0 3.5 3.0 2.5 1— 1.0 0.5 0.0 ADS Environm ental Services 11/12/2020 12:00:00 AM - 2113/2021 12:00:00 AM VFINAL -DFINAL (25283 pts O O Pipe Height Pipe Height: 10.00 Fr (1.00) i 1 2 3 4 5 6 7 TUK_SS301291mp11DFINAL (in) 8 The blue line indicates the Froude=1 curve 9 10 11 TU KSS30144 Located At: 13900 Interurban Ave S (see attached site report for details) Monitoring Period: November 12, 2020 — February 9, 2021 Pipe Dimensions: 12.00" x 11.88" Finalized Silt Level: 0" Site Data Characteristics: The hydrograph indicates a diurnal flow pattern with a pump station influence during the dry weather periods, with an increase in flow during large rain events throughout the monitoring period. The scattergraph indicates that the site operated in free flow conditions throughout the monitoring period. The site did not surcharge during the monitoring period. All of the data plots above the Froude=1 curve indicating supercritical flow. Site Data Bias & Editing: The depth and velocity measurements recorded by the flow monitor were consistent with field confirmations conducted to date and supported the relative accuracy of the flow monitor at this location. The finalized depth data utilized the Sdepth sensor during the monitoring period. The Sdepth was good and did not require any changes to be made. The velocity pops and drops were interpolated throughout the monitoring period. Site Data Uptime: The data uptime achieved during the monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate the flow rate for the monitoring period. Entity Percentage Uptime Percentage Uptime Raw Final Depth (in) 100% 100% Velocity (f/s) 100% 100% Quantity (MGD) 100% 100% Site Data Summary: The average flow depth, velocity, and quantity data observed during the monitoring period along with observed minimum and maximum data are provided in the following table. The minimum and maximum rates recorded in the tables are based on 5-minute data intervals. Item Depth (in) Velocity (f/s) Quantity (MGD) % Full Minimum 0.93 0.32 0.01 7.8% Maximum 4.83 2.09 0.39 40.3% Average 2.22 0.93 0.06 18.5% Tukwila.TFM.WA:2O-21 AXIS Site Name Flow Monitoring Site Repor0144 t ENVIRONMENTALS %�I �`, `J _ Site Ara s ;lot Lion_ i3.900 into -liter. Are S M4ri'tar Series TPrTO!V-t -oration Type Tattoo -. Sidearms Dew: Sits located n ,+arke lot 47.4T947 -122.260 6 Six �'H s W 12-00 i 13.03 Ripe Shan i-tale- dm 1 c MINIS; s - YW.s wilt 14 MenloleS SS30144 System CFyerect 1Ois Cornmercal .4¢es3 Drive Tref& Nene - - Installation Information c„ntr.Car Dmn _ ___. ,. .! wooer 12,'..020 Ir+tLmtian Trpt ]aaalsr Starcera Rine and Crank - .-- __:at car iSensorsr _ _.. __-: a-3 F- Monitor Location: Meri--ae esarnSensor arsei4iii 0 -S c¢ Instil . tion Con IrmdtIan: Time 2: 25AJ Depth of Rena lwe DUI fin) 2.23 C3 Physical L tr et Fr'I Molearerrient Confidence ('onj 1.36 0.23` _ Peak Velocity leas) Veracity Sensor arkfin) 1.05 U A Silt Fed S4RTyx a :111M. - - - - - -- - . . - r 1.-',oi' a II • { • Manhole / Ftbe Information: Manhole atogh+I:Aon u.. . FYI: Manhole Corrhpretion 9 Si it Manhole Mertciat Mfaairole Corrditcar: Canasta roar) MMriroie Omenin5 Diamete' I,rl Horror_ Diameter IApprn>•_l: 24 26 Menrrole Cover _:usel Manhole Ronnie Normal Artiue Corr•c ors AiaQualit+: M1a Normal Fife Material Winfield Clay F pe Pipe Condition: Good Communication In Orma4nn [manamaatiaar Type Wire -era Antenna Location t.':s- - nle ?ck ,' Yei*rt Ho'e -..r,.bona Srte In o. Cmmrnenta: Twkwila.Cuara.T RO.W'A2.0-Y1 ADSPry act Yumtrer. Etas i.i.329 Additional Photos Monitoring Point Outlet r - Top Down Location s KEY Flow Direction Monitoring Point _- =s a2 0 0.05 0.04 0.03 = 0.02 0.01 0.00 Nov 2020 0.4 0.3 CD 0.2 LL 0.1 0.0 0.05 0.04 T 0.03 c 0.02 0.01 0.00 Nov 2020 ADS Environmental Services TUK SS301441mp11DFINAL TUK SS301441mp11VFINAL TUK RGImp11RAIN Pipe Height: 12.00 3.0 4119 h,l 1l',q N '+�"� IIIu_ UIIHI n • 111111111111 2.5 2.0 1.5 1.0 0.5 0.0 15 Sun 22 Sun 1 Dec 8 Tue 15 T e 22 Tue 1 Jan 8 F i 15 Fri 22 Fri Tim e ADS Environm ental Services 1 Feb 8 Mon Pipe Height: 12.00 TUK SS301441m $11QFINAL TUK RGIm•11RAIN Is mom El l I111111111I,I, IIII ill 1II rilIMEMSkiallimErmil i i III • 1111 INN HIi1Ilil 111 111 ii lilEl 15 Sun 22 Sun 1 Dec 8 Tue 15 Tue 22 Tue 1 Jan 8 F i 15 Fri 22 Fri 1 Feb 8 Mon Time 3.0 2.5 2.0 a1.5 E co 1.0 0.5 0.0 ADS Environm ental Services 11/12/2020 12:00:00 AM-2113/2021 12:00:00 AM oI VFINAL - DFINAL (26420 pts) 0 0 Pipe Height Pipe Height: 12.00 2 3 4 5 6 7 6 TUK_SS301441mp11DFINAL (in 9 10 The blue line indicates the Froude=1 curve 12 13 TUKSS30316 Located At: 10020 Martin Luther King W (see attached site report for details) Monitoring Period: November 12, 2020 — February 9, 2021 Pipe Dimensions: 36.50" x 36.00" Finalized Silt Level: 0" Site Data Characteristics: The hydrograph indicates a diurnal flow pattern with a pump station influence during the dry weather periods, with an increase in flow during large rain events throughout the monitoring period. The scattergraph indicates that the site operated in free flow conditions throughout the monitoring period except on 1/13/21 when the site went into a backwater condition following a large rain event. The site did surcharge on 1/13/21. All of the data plots above the Froude=1 curve indicating supercritical flow. Site Data Bias & Editing: The depth and velocity measurements recorded by the flow monitor were consistent with field confirmations conducted to date and supported the relative accuracy of the flow monitor at this location. The finalized depth data utilized the Sdepth sensor during the monitoring period. The Sdepth was copied from the Pdepth during the surcharge on 1/13/21. The velocity pops and drops were interpolated throughout the monitoring period. The velocity pops and drops were interpolated throughout the monitoring period, and periods of bad velocity 12/28/20-1/5/21 & 1/26/21-2/11/21 were snapped to the best fit curve while the sensor was covered in debris and the velocity dropped. Site Data Uptime: The data uptime achieved during the monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate the flow rate for the monitoring period. Entity Percentage Uptime Percentage Uptime Raw Final Depth (in) 100% 100% Velocity (f/s) 100% 100% Quantity (MGD) 100% 100% Site Data Summary: The average flow depth, velocity, and quantity data observed during the monitoring period along with observed minimum and maximum data are provided in the following table. The minimum and maximum rates recorded in the tables are based on 5-minute data intervals. Item Depth (in) Velocity (f/s) Quantity (MGD) % Full Minimum 2.40 0.55 0.13 6.6% Maximum 69.73 3.70 4.37 100% Average 5.29 2.04 0.92 14.5% T krlwila.TFRR.WA2O-21deiMIS Site Name Flow Monitoring Sire Report ENV!€O AL F 11.1 i 316 _ Sin_Aidf .iltr lan:_ trrn0 Malin Luther W kfon'. Series TRITON.- location Type Ternoorry Site Dew. - Site Inch cr. si Inclined cdemir. In front of PLaic Stcraa LnbtL le: Lie: 47.509933 -122.279-2iS Pipe Sire i"H 5V a I. 3e:77 a30.410 F 5.n Fix eoe S cola- ` t i ; r rite ? +r ~ = : � Mmhokt 3S30319 Systien o'rra=te.itis Comrme , A odes 'Dallis Drwe Mane l �rt • r y � fI r a . r� uR13"I.II'w 1Y1iR111i4"'za. �i l ,,,". _ - - 1 A _ a .+ r 7 ' _( _ Insladiation Inforrnabon aet &lemon Dom-. Thomilay. November 12. 2C20 Ir -Nation T.__ Doodle Sarciro Fir_ •.-._ _-- Mtn ritorir Loaa@eo1iSeeeorsi: Uf=scream I-] F- Monitor Locatcn. Yorka•e Sensors r Devices: Peal: Comtro I+°A.STa:rt Daith i._7! � Preo re Sensor Renee (psi! 03-5i Installation Confirmation: Time 12:17:00 FW Depth ar Flow l'kSf.et 00fI Ii 3.75 CSS Physical Cat FT9 1.39 Mess-rarr_nt Coerri V.ef,:e i r N Peak Velocity Mrs) Verdi.? Sensor OOTn lit) Sin (ieI SinTroe ,a__ - r. Manhole,+ Pipe Information: Manhole Iieott IA Via. FT): Moraine Coaltaerian .. • . _ McMole Mamie, Marara4e Connilice Concrete: Good Manhole Oven¢raDiameter j4nl 24 . el- Deoiamebsl'r'PPra'e.l: 26 Mn Lower Reel Manhole Frame Hamm, Apse Coreadinn: air Quaker rao Normal Fife Materiel Concrete Pipe anoitiare Good Communication Pnformation: CehvrrruniosGoo Type 'hire n-- Aotenra Location Manhole Pck; w'e r: He.a Additional Site In o. / Cornmer[ts: YeT•te `-r=S37317 ADS Project Nenhe: Tukwila.Carcla.TFkd..WA20-21 ADS Finial limber: 22.502.1.1.325 Additional Photos Monitoring Pont Outlet Top Down Location KEY Flow Direction Monitoring Point 50 025 0 0.05 0.04 " 0.03 TUK_SS303161m p11D FINAL 400 ADS Environmental Services TUK SS303161mp11VFINAL TUK_RGImp11RAIN Pipe Height:36.50 cc 0.02 0.01 0.00 —' Nov 2020 0 0.05 0.04 0.03 c 0.02 0.01 0.00 15 Sun 22 Sun i i i i 1 Dec 8 Tue 15 T e 22 Tue 1 Jan 8 Fri 15 Fri 22 Fri 1 Feb 8 Mon Tim e ADS Environmental Services TUK SS303161mo11QFINAL TUK RGIm 11RAIN 3 co 2 Pipe Height: 36.50 15 Sun 22 Sun 1 Dec 8 Tue 15 Tue 22 Tue 1 Jan 8 Fri 15 Fri 22 Fri 1 Feb 8 Mon Nov 2020 Time 4.0 3.5 3.0 2.5 1-1.0 0.5 0.0 ADS Environm ental Services 11/12/2020 12:00:00 AM-2113/2021 12:00:00 AM I0I VFINAL - DFINAL (26158 pts O O Pipe Height Pipe Height:36.50 0 5 I I I L 10 15 20 25 30 35 40 45 TUK_SS303161mp11DFINAL (in) 50 The blue line indicates the Froude=1 curve 55 60 65 70 Appendix Tabular Data ADS Environmental Services TUK_RG1mp1\RAIN (inches) Date Total 11/17/2020 0.39 11/18/2020 0.33 11/19/2020 0.20 11/20/2020 0.02 11/21/2020 0.01 11/22/2020 0.15 11/23/2020 0.11 11/24/2020 0.15 11/25/2020 0.02 11/26/2020 0.02 11/27/2020 0.00 11/28/2020 0.01 11/29/2020 0.01 11/30/2020 0.37 ReportAvg ReportTotal 1.79 ADS Environmental Services TUK_RG1mp1\RAIN (inches) Date Total 12/1/2020 0.00 12/2/2020 0.00 12/3/2020 0.00 1214/2020 0.00 12/5/2020 0.00 12/6/2020 0.04 12/7/2020 0.00 12/8/2020 0.58 12/9/2020 0.39 12/10/2020 0.04 12/11/2020 0.01 12/12/2020 0.00 12/13/2020 0.17 12/14/2020 0.14 12/15/2020 0.49 12/16/2020 0.49 12/17/2020 0.08 12/18/2020 0.22 12/19/2020 0.38 12/20/2020 0.05 12/21/2020 1.53 12/22/2020 0.00 12/23/2020 0.01 12/24/2020 0.00 12/25/2020 0.35 12/26/2020 0.14 12/27/2020 0.12 12/28/2020 0.01 12/29/2020 0.15 12/30/2020 0.86 12/31/2020 0.22 ReportAvg ReportTotal 6.47 ADS Environmental Services TUK_RG1mp1\RAIN (inches) Date Total 1/1/2021 0.50 1/2/2021 1.57 1/3/2021 0.55 1/4/2021 0.41 1/5/2021 0.61 1/6/2021 0.16 1/7/2021 0.00 1/8/2021 0.19 1/9/2021 0.01 1/10/2021 0.09 1/11/2021 0.89 1/12/2021 2.01 1/13/2021 0.05 1/14/2021 0.03 1/15/2021 0.12 1/16/2021 0.00 1/17/2021 0.08 1/18/2021 0.00 1/19/2021 0.00 1/20/2021 0.00 1/21/2021 0.05 1/22/2021 0.00 1/23/2021 0.00 1/24/2021 0.17 1/25/2021 0.00 1/26/2021 0.00 1/27/2021 0.13 1/28/2021 0.22 1/29/2021 0.04 1/30/2021 0.12 1/31/2021 0.18 ReportAvg ReportTotal 8.18 ADS Environmental Services TUK_RG1mp1\RAIN (inches) Date Total 1/1/2021 0.50 1/2/2021 1.57 1/3/2021 0.55 1/4/2021 0.41 1/5/2021 0.61 1/6/2021 0.16 1/7/2021 0.00 1/8/2021 0.19 1/9/2021 0.01 1/10/2021 0.09 1/11/2021 0.89 1/12/2021 2.01 1/13/2021 0.05 1/14/2021 0.03 1/15/2021 0.12 1/16/2021 0.00 1/17/2021 0.08 1/18/2021 0.00 1/19/2021 0.00 1/20/2021 0.00 1/21/2021 0.05 1/22/2021 0.00 1/23/2021 0.00 1/24/2021 0.17 1/25/2021 0.00 1/26/2021 0.00 1/27/2021 0.13 1/28/2021 0.22 1/29/2021 0.04 1/30/2021 0.12 1/31/2021 0.18 ReportAvg ReportTotal 8.18 ADS Environmental Services Pipe Height: 7.63 Date TUK_SS007891mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS007891mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS007891mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 11/12/2020 19:35 1.8 13:10 3.7 2.3 16:35 0.3 12:25 1.5 0.7 19:35 0.012 12:25 0.138 0.039 0.024 11/13/2020 22:45 1.7 12:12 3.6 2.2 23:00 0.3 13:10 1.5 0.7 23:00 0.012 13:10 0.138 0.036 0.036 11/14/2020 7:10 1.7 14:05 3.3 1.9 7:45 0.3 7:50 1.4 0.5 7:45 0.011 14:05 0.118 0.023 0.023 11/15/2020 1:42 1.7 20:35 3.4 2.0 19:47 0.3 14:50 1.4 0.5 4:15 0.011 20:35 0.124 0.026 0.026 11/16/2020 4:00 1.8 9:05 3.8 2.3 3:55 0.3 9:05 1.5 0.7 3:55 0.011 9:05 0.155 0.040 0.040 11/17/2020 1:45 1.8 11:35 3.9 2.4 4:40 0.3 9:15 1.5 0.8 4:40 0.013 11:35 0.157 0.051 0.051 11/18/2020 20:50 1.9 11:10 3.9 2.5 2:45 0.3 11:10 1.4 0.9 2:45 0.013 11:10 0.152 0.055 0.055 11/19/2020 21:30 1.9 13:10 3.8 2.4 3:25 0.3 11:10 1.5 0.7 3:25 0.012 13:10 0.147 0.046 0.046 11/20/2020 3:00 1.9 12:40 3.6 2.4 6:15 0.3 14:40 1.5 0.8 6:15 0.013 12:40 0.143 0.046 0.046 11/21/2020 8:55 2.0 19:00 3.4 2.3 3:15 0.3 14:00 1.4 0.7 2:50 0.012 17:55 0.121 0.037 0.037 11/22/2020 20:20 1.9 13:37 3.4 2.2 4:50 0.3 13:37 1.3 0.7 4:50 0.012 13:37 0.118 0.038 0.038 11/23/2020 18:50 1.9 6:55 3.4 2.2 3:25 0.2 15:37 1.5 0.6 3:25 0.011 15:37 0.126 0.034 0.034 11/24/2020 19:30 1.9 9:20 3.6 2.2 0:50 0.2 11:55 1.5 0.6 22:05 0.011 10:10 0.137 0.032 0.032 11/25/2020 21:45 1.9 8:45 3.3 2.2 18:15 0.3 11:30 1.5 0.6 23:05 0.012 11:30 0.129 0.034 0.034 11/26/2020 1:25 1.9 5:25 2.9 2.1 1:40 0.3 2:20 1.3 0.4 1:40 0.011 5:25 0.094 0.021 0.021 11/27/2020 22:40 1.8 16:00 3.3 2.2 21:15 0.2 16:00 1.4 0.5 21:15 0.009 16:00 0.117 0.026 0.026 11/28/2020 18:35 1.8 6:15 3.2 2.1 17:20 0.3 13:25 1.4 0.5 17:20 0.010 13:25 0.110 0.026 0.026 11/29/2020 1:35 1.8 19:00 3.2 2.1 6:45 0.3 4:25 1.4 0.5 6:55 0.010 19:00 0.114 0.025 0.025 11/30/2020 17:20 1.8 10:50 3.6 2.2 1:40 0.3 10:50 1.5 0.6 1:40 0.011 10:50 0.147 0.036 0.036 ReportAvg 2.2 0.6 0.035 ReportTotal 0.658 ADS Environmental Services Pipe Height: 7.63 Date TUK_SS007891mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS007891mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS007891mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 12/1/2020 12:25 1.8 15:10 3.7 2.2 4:45 0.3 16:50 1.6 0.6 4:45 0.009 15:10 0.150 0.036 0.036 12/2/2020 20:35 1.9 9:50 3.7 2.3 22:45 0.2 10:30 1.6 0.7 22:45 0.009 10:30 0.144 0.040 0.040 12/3/2020 22:15 1.9 14:55 3.6 2.3 3:40 0.3 9:00 1.5 0.7 3:40 0.010 9:00 0.142 0.039 0.039 1214/2020 14:15 1.7 12:45 3.6 2.3 5:10 0.3 14:25 1.5 0.7 5:10 0.012 12:45 0.133 0.038 0.038 12/5/2020 3:10 1.8 10:15 3.3 2.1 19:15 0.2 10:15 1.4 0.5 19:15 0.010 10:15 0.120 0.026 0.026 12/6/2020 19:42 1.8 10:10 3.3 2.1 3:05 0.2 6:05 1.4 0.5 3:05 0.010 10:10 0.119 0.025 0.025 12/7/2020 5:25 1.7 8:55 3.5 2.2 23:05 0.2 10:35 1.5 0.6 23:05 0.009 10:35 0.137 0.035 0.035 12/8/2020 15:15 1.7 11:50 3.7 2.3 3:55 0.2 11:00 1.6 0.7 3:50 0.009 11:00 0.149 0.038 0.038 12/9/2020 19:05 1.9 14:35 3.7 2.3 23:40 0.3 14:35 1.5 0.7 23:40 0.012 14:35 0.146 0.041 0.041 12/10/2020 23:45 1.8 7:40 3.6 2.3 21:15 0.3 10:50 1.5 0.6 19:07 0.010 11:35 0.140 0.036 0.036 12/11/2020 0:50 1.8 11:37 3.7 2.3 22:30 0.3 13:15 1.4 0.6 22:30 0.010 11:37 0.133 0.036 0.036 12/12/2020 6:30 1.8 10:45 3.6 2.1 22:45 0.3 10:45 1.4 0.5 3:15 0.011 10:45 0.130 0.026 0.026 12/13/2020 2:25 1.9 23:05 3.3 2.1 15:35 0.3 19:45 1.4 0.5 15:35 0.010 23:05 0.110 0.025 0.025 12/14/2020 9:30 1.7 16:10 3.6 2.2 3:40 0.3 16:10 1.4 0.6 3:40 0.011 16:10 0.139 0.033 0.033 12/15/2020 1:40 1.8 16:00 3.8 2.3 21:30 0.3 12:00 1.5 0.8 21:30 0.015 11:20 0.149 0.044 0.044 12/16/2020 4:25 1.9 15:40 3.8 2.3 22:47 0.3 10:30 1.5 0.7 22:47 0.013 10:30 0.153 0.041 0.041 12/17/2020 21:55 1.8 11:15 4.0 2.2 22:25 0.3 11:15 1.5 0.6 22:25 0.012 11:15 0.161 0.035 0.035 12/18/2020 0:25 1.8 12:40 3.5 2.2 23:50 0.3 8:15 1.5 0.6 0:25 0.011 8:15 0.134 0.036 0.036 12/19/2020 3:10 1.8 11:12 3.4 2.1 3:10 0.3 12:25 1.5 0.7 3:10 0.011 12:25 0.124 0.033 0.033 12/20/2020 11:55 1.6 15:10 3.3 2.1 23:57 0.3 6:35 1.4 0.5 23:57 0.011 6:35 0.118 0.025 0.025 12/21/2020 8:00 1.9 10:12 3.7 2.3 0:37 0.2 8:20 1.4 0.7 3:15 0.010 8:20 0.137 0.038 0.038 12/22/2020 8:10 1.8 8:15 3.7 2.3 21:20 0.3 15:20 1.4 0.6 23:45 0.012 15:20 0.137 0.037 0.037 12/23/2020 23:35 1.9 8:55 3.7 2.3 21:45 0.3 6:30 1.4 0.6 21:45 0.012 8:55 0.140 0.033 0.033 12/24/2020 22:35 1.8 12:10 3.6 2.1 10:35 0.2 15:35 1.3 0.4 20:40 0.010 12:10 0.115 0.023 0.023 12/25/2020 2:20 1.8 6:05 3.5 2.1 7:15 0.3 6:05 1.3 0.4 10:55 0.010 6:05 0.116 0.021 0.021 12/26/2020 12:10 1.9 22:05 3.4 2.1 15:12 0.3 22:05 1.3 0.4 15:12 0.011 22:05 0.118 0.024 0.024 12/27/2020 23:10 1.8 23:50 3.6 2.1 20:07 0.3 22:00 1.4 0.5 20:07 0.010 15:45 0.127 0.025 0.025 12/28/2020 18:00 1.7 13:00 3.7 2.1 18:00 0.3 10:10 1.4 0.5 18:00 0.009 10:10 0.139 0.029 0.029 12/29/2020 19:00 1.6 15:30 3.5 2.1 18:55 0.3 15:30 1.4 0.6 18:55 0.009 15:30 0.133 0.028 0.028 12/30/2020 0:05 1.8 11:40 3.7 2.1 2:30 0.3 9:45 1.5 0.5 0:20 0.012 11:40 0.139 0.029 0.029 12/31/2020 13:10 1.8 12:15 3.6 2.1 8:40 0.3 12:15 1.5 0.5 8:40 0.011 12:15 0.137 0.026 0.026 ReportAvg 2.2 0.6 0.032 ReportTotal 1.001 ADS Environmental Services Pipe Height: 7.63 Date 1/1/2021 1/2/2021 1/3/2021 1/4/2021 1/5/2021 1/6/2021 1/7/2021 1/8/2021 1/9/2021 1/10/2021 1/11/2021 1/12/2021 1/13/2021 1/14/2021 1/15/2021 1/16/2021 1/17/2021 1/18/2021 1/19/2021 1/20/2021 1 /21 /2021 1/22/2021 1/23/2021 1/24/2021 1/25/2021 1/26/2021 1/27/2021 1/28/2021 1/29/2021 1/30/2021 1/31/2021 ReportAvg ReportTotal TUK_SS007891mp11DFINAL (inches) Time Min. Time Max. Average 10:20 1.8 18:00 3.3 2.0 0:30 1.8 13:40 3.4 2.1 22:20 2.0 17:55 3.4 2.2 20:02 1.9 9:30 3.6 2.3 15:10 1.9 12:00 3.8 2.3 21:55 1.9 9:30 3.8 2.3 9:05 1.8 9:15 3.9 2.3 18:05 1.8 16:50 3.8 2.2 20:55 1.9 21:05 3.8 2.1 20:35 1.9 17:15 3.4 2.2 2:45 1.9 14:35 3.9 2.3 23:10 1.9 10:45 3.8 2.4 14:00 1.9 8:40 3.6 2.4 9:30 1.9 14:45 3.7 2.3 14:20 1.9 14:45 3.6 2.2 21:25 1.9 16:30 3.3 2.2 3:25 1.9 23:40 3.3 2.2 3:35 1.9 8:45 3.6 2.3 18:40 1.8 9:55 3.8 2.2 23:10 1.9 14:20 4.0 2.3 2:25 1.8 11:35 4.2 2.2 19:55 1.9 13:55 3.7 2.2 2:00 1.9 11:55 3.3 2.1 0:25 1.9 18:25 3.4 2.1 5:25 1.7 11:55 3.8 2.3 23:20 1.9 9:00 3.7 2.3 3:45 1.9 15:35 4.1 2.3 1:45 1.9 11:00 3.9 2.3 20:30 1.9 11:50 3.6 2.3 11:10 1.9 14:20 3.5 2.2 3:45 2.0 19:05 3.5 2.3 TUK_SS007891mp11VFINAL (feet/sec) Time Min. Time Max. Average 11:25 0.3 21:15 1.4 0.5 11:10 0.4 20:40 1.5 0.6 6:25 0.5 17:55 1.5 0.7 21:10 0.5 8:05 1.6 0.8 1:20 0.5 16:30 1.6 0.8 23:50 0.5 9:30 1.6 0.8 23:10 0.5 10:35 1.6 0.8 0:10 0.5 16:50 1.5 0.7 23:30 0.5 21:05 1.5 0.7 8:15 0.4 17:15 1.3 0.6 3:00 0.4 17:15 1.5 0.8 1:00 0.5 11:30 1.6 0.9 21:40 0.5 10:10 1.6 0.9 23:35 0.5 15:20 1.6 0.8 22:55 0.4 12:15 1.6 0.7 0:20 0.5 18:25 1.5 0.7 14:20 0.5 23:40 1.5 0.7 22:50 0.5 15:25 1.6 0.8 18:45 0.3 9:55 1.6 0.8 23:50 0.4 17:15 1.6 0.8 1:30 0.4 14:30 1.6 0.8 23:30 0.4 9:10 1.7 0.7 20:15 0.4 7:15 1.5 0.6 3:25 0.4 18:25 1.5 0.6 5:55 0.4 13:40 1.5 0.7 2:45 0.4 12:00 1.6 0.8 21:05 0.4 15:32 1.8 0.9 23:25 0.4 11:00 1.8 0.8 3:05 0.4 9:05 1.7 0.8 1:25 0.4 14:20 1.6 0.7 0:00 0.4 1:10 1.6 0.7 2.2 0.7 TUK_SS007891mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 9:55 0.013 21:15 0.121 0.024 0.024 3:40 0.016 20:40 0.125 0.030 0.030 6:25 0.022 17:55 0.131 0.038 0.038 21:05 0.020 14:30 0.149 0.047 0.047 1:20 0.019 16:30 0.157 0.049 0.049 23:50 0.019 9:30 0.164 0.047 0.047 1:00 0.019 9:15 0.150 0.043 0.043 1:20 0.019 16:50 0.154 0.039 0.039 23:25 0.019 21:05 0.153 0.033 0.033 8:15 0.016 17:15 0.118 0.032 0.032 3:00 0.017 14:35 0.155 0.044 0.044 1:00 0.022 11:30 0.158 0.051 0.051 21:40 0.023 10:10 0.156 0.052 0.052 23:35 0.020 8:25 0.154 0.047 0.047 22:55 0.016 14:45 0.149 0.040 0.040 2:55 0.021 18:25 0.128 0.036 0.036 14:25 0.020 23:40 0.129 0.037 0.037 22:50 0.020 8:45 0.156 0.045 0.045 18:40 0.012 9:55 0.166 0.041 0.041 23:50 0.016 14:20 0.165 0.042 0.042 1:30 0.016 11:35 0.168 0.041 0.041 23:35 0.017 9:10 0.159 0.039 0.039 6:50 0.015 7:15 0.126 0.031 0.031 0:15 0.017 18:25 0.136 0.030 0.030 5:55 0.015 11:55 0.155 0.042 0.042 2:45 0.017 12:00 0.156 0.045 0.045 21:05 0.017 15:35 0.202 0.050 0.050 23:25 0.017 11:00 0.190 0.048 0.048 3:05 0.016 11:50 0.158 0.047 0.047 1:25 0.018 14:20 0.149 0.040 0.040 0:00 0.018 19:05 0.147 0.039 0.039 0.041 1.271 ADS Environmental Services Pipe Height: 7.63 Date 2/1/2021 2/2/2021 2/3/2021 2/4/2021 2/5/2021 2/6/2021 2/7/2021 2/8/2021 2/9/2021 2/10/2021 TUK_SS007891mp11DFINAL (inches) Time Min. Time Max. Average 18:10 2.0 10:15 3.9 2.4 4:45 2.1 8:15 3.8 2.4 10:25 1.8 10:30 5.0 2.5 4:55 1.9 12:40 3.6 2.3 8:15 1.9 10:50 3.8 2.5 23:35 2.0 15:50 3.5 2.3 17:00 2.0 10:50 3.6 2.3 0:55 2.0 14:00 4.3 2.5 23:15 2.0 7:55 3.9 2.5 6:20 2.0 8:20 3.8 2.3 TUK_SS007891mp11VFINAL (feet/sec) Time 0:55 1:35 22:10 23:35 3:05 23:50 0:40 0:40 4:30 2:30 Min. 0.4 0.4 0.5 0.4 0.4 0.4 0.4 0.4 0.4 0.4 Time 8:50 14:10 10:30 8:45 14:10 9:45 2:40 14:00 10:45 8:20 Max. 1.8 1.7 1.9 1.7 1.6 1.5 1.4 1.6 1.6 1.5 Average 0.8 0.9 0.9 0.8 0.7 0.7 0.6 0.7 0.8 0.7 TUK_SS007891mp11QFINAL (MGD - Total MG) Time 1:00 1:35 22:10 23:35 3:05 23:50 21:30 0:45 4:30 2:40 Min. 0.019 0.020 0.019 0.017 0.016 0.016 0.017 0.017 0.019 0.019 Time 10:15 13:30 10:30 8:45 10:50 11:35 10:50 14:00 10:10 8:20 Max. 0.182 0.170 0.266 0.153 0.156 0.138 0.128 0.188 0.160 0.153 Average 0.048 0.055 0.057 0.044 0.047 0.040 0.033 0.048 0.048 0.041 Total 0.048 0.055 0.057 0.044 0.047 0.039 0.033 0.048 0.048 0.015 ReportAvg ReportTotal 2.4 0.8 0.046 0.436 ADS Environmental Services Pipe Height: 11.50 Date TUK_SS011051mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS011051mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS011051mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 11/12/2020 14:20 4.1 12:40 5.5 4.7 14:30 1.1 21:50 1.5 1.3 14:30 0.165 21:35 0.300 0.237 0.132 11/13/2020 1:00 3.7 6:10 5.6 4.7 20:20 1.1 15:05 1.6 1.3 1:00 0.150 6:10 0.341 0.240 0.240 11/14/2020 3:00 3.3 18:15 6.3 4.5 3:00 0.7 18:15 1.5 1.1 3:00 0.081 18:15 0.403 0.195 0.195 11/15/2020 3:40 3.7 17:00 5.5 4.6 3:40 0.9 17:00 1.4 1.2 3:40 0.113 17:00 0.305 0.209 0.209 11/16/2020 3:45 3.5 13:30 6.1 4.8 3:45 0.8 12:45 1.5 1.1 3:45 0.099 12:45 0.378 0.217 0.217 11/17/2020 3:00 4.1 18:20 6.9 5.0 2:55 0.8 18:10 1.6 1.1 2:55 0.120 18:20 0.468 0.229 0.229 11/18/2020 3:00 4.2 17:45 6.1 5.1 3:00 0.9 14:45 1.5 1.2 3:00 0.139 14:45 0.363 0.244 0.244 11/19/2020 4:15 4.1 12:40 6.1 4.9 3:10 0.9 21:05 1.4 1.2 3:15 0.138 12:40 0.320 0.221 0.221 11/20/2020 3:50 4.0 13:00 5.3 4.5 3:35 0.9 21:45 1.4 1.1 3:40 0.122 10:25 0.264 0.195 0.195 11/21/2020 4:55 3.4 12:30 5.4 4.4 4:45 0.8 12:00 1.4 1.1 4:55 0.092 10:55 0.287 0.188 0.188 11/22/2020 5:00 3.3 13:05 5.5 4.5 3:25 0.8 11:15 1.4 1.1 3:20 0.087 11:10 0.294 0.190 0.190 11/23/2020 4:45 3.3 20:20 5.3 4.4 4:40 0.8 10:10 1.3 1.1 4:35 0.088 21:35 0.273 0.186 0.186 11/24/2020 2:55 3.3 15:35 5.6 4.4 2:55 0.8 19:15 1.4 1.1 2:55 0.085 15:40 0.281 0.182 0.182 11/25/2020 4:40 3.4 17:55 5.3 4.3 4:45 0.8 18:10 1.3 1.1 4:45 0.090 17:45 0.266 0.177 0.177 11/26/2020 4:15 3.4 12:20 5.9 4.4 4:15 0.8 13:20 1.4 1.1 4:15 0.088 12:20 0.320 0.186 0.186 11/27/2020 3:05 3.4 18:15 5.3 4.3 3:10 0.7 13:00 1.3 1.1 3:05 0.086 18:15 0.266 0.175 0.175 11/28/2020 3:50 3.5 10:40 5.4 4.3 3:35 0.8 14:50 1.3 1.1 3:50 0.096 10:40 0.269 0.174 0.174 11/29/2020 3:20 3.4 12:55 5.8 4.3 3:50 0.8 13:10 1.3 1.1 3:15 0.089 12:55 0.305 0.176 0.176 11/30/2020 2:35 3.5 7:15 5.8 4.6 2:35 0.8 20:05 1.3 1.1 2:35 0.095 7:15 0.310 0.198 0.198 ReportAvg 4.6 1.1 0.200 ReportTotal 3.716 ADS Environmental Services Pipe Height: 11.50 Date TUK_SS011051mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS011051mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS011051mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 12/1/2020 3:50 3.5 18:00 5.4 4.4 3:10 0.8 19:15 1.4 1.1 3:50 0.094 18:45 0.279 0.181 0.181 12/2/2020 3:55 3.5 15:05 4.9 4.3 3:35 0.8 20:35 1.3 1.1 3:35 0.092 20:35 0.246 0.173 0.173 12/3/2020 3:05 3.5 18:45 4.8 4.3 3:05 0.8 19:50 1.3 1.1 3:05 0.090 18:45 0.231 0.170 0.170 1214/2020 3:55 3.3 18:20 4.7 4.2 3:50 0.7 19:15 1.3 1.1 3:55 0.081 18:45 0.224 0.166 0.166 12/5/2020 4:05 3.2 10:50 5.0 4.2 4:20 0.7 16:00 1.3 1.1 4:05 0.079 12:20 0.251 0.168 0.168 12/6/2020 4:05 3.5 18:15 5.3 4.4 4:50 0.8 18:05 1.3 1.1 4:05 0.095 18:15 0.278 0.179 0.179 12/7/2020 2:55 3.3 17:55 5.2 4.3 2:50 0.7 18:30 1.3 1.1 2:55 0.081 20:40 0.265 0.179 0.179 12/8/2020 3:20 3.4 20:30 5.9 4.5 1:50 0.8 20:20 1.4 1.1 3:20 0.087 20:20 0.332 0.190 0.190 12/9/2020 2:55 3.9 18:55 5.7 4.6 2:55 0.9 18:50 1.4 1.1 2:55 0.124 18:50 0.319 0.197 0.197 12/10/2020 2:30 3.8 18:05 5.2 4.5 4:20 0.8 18:00 1.3 1.1 3:00 0.109 18:05 0.267 0.192 0.192 12/11/2020 4:45 3.8 12:10 5.0 4.6 2:55 0.8 11:50 1.3 1.1 4:45 0.110 11:50 0.257 0.191 0.191 12/12/2020 4:15 3.7 13:00 5.3 4.5 3:50 0.7 11:35 1.3 1.1 4:35 0.091 13:00 0.256 0.181 0.181 12/13/2020 5:50 3.8 12:10 5.3 4.6 4:50 0.8 16:20 1.4 1.1 5:50 0.113 16:20 0.275 0.195 0.195 12/14/2020 2:20 3.9 21:35 5.0 4.5 1:20 0.8 16:25 1.3 1.1 1:20 0.114 16:25 0.246 0.188 0.188 12/15/2020 2:05 3.8 12:20 5.4 4.6 3:30 0.8 12:20 1.3 1.1 3:35 0.106 12:20 0.285 0.198 0.198 12/16/2020 3:40 4.1 21:35 6.3 4.8 3:50 0.9 21:35 1.4 1.2 3:45 0.141 21:35 0.373 0.219 0.219 12/17/2020 3:35 4.0 17:10 5.7 4.8 3:35 1.0 19:40 1.4 1.2 3:35 0.141 17:10 0.307 0.223 0.223 12/18/2020 3:30 3.8 13:05 6.2 4.6 3:30 0.9 13:05 1.5 1.2 3:30 0.118 13:05 0.370 0.206 0.206 12/19/2020 3:25 3.7 20:20 5.5 4.7 3:40 0.9 17:05 1.4 1.2 3:50 0.117 17:05 0.304 0.212 0.212 12/20/2020 5:45 4.0 12:55 5.4 4.7 3:55 0.9 12:20 1.4 1.2 3:55 0.142 13:45 0.294 0.220 0.220 12/21/2020 3:05 4.0 15:55 9.7 5.6 3:05 1.0 15:55 2.1 1.4 3:05 0.140 15:55 0.878 0.323 0.323 12/22/2020 23:55 4.8 15:40 5.9 5.3 23:40 1.2 15:40 1.6 1.4 23:40 0.223 15:40 0.384 0.297 0.297 12/23/2020 3:05 4.2 10:55 5.3 4.8 2:40 1.1 13:55 1.4 1.3 2:40 0.173 10:55 0.293 0.238 0.238 12/24/2020 4:15 4.0 12:20 5.4 4.7 2:45 1.0 12:55 1.4 1.2 4:15 0.146 12:55 0.300 0.222 0.222 12/25/2020 4:05 3.8 16:35 5.4 4.6 4:15 0.9 18:05 1.5 1.2 4:15 0.127 18:10 0.304 0.217 0.217 12/26/2020 3:20 4.0 12:00 5.3 4.7 2:50 0.9 13:40 1.4 1.2 3:15 0.127 15:55 0.290 0.214 0.214 12/27/2020 4:05 3.9 12:30 5.5 4.7 3:30 1.0 12:25 1.4 1.2 4:55 0.135 12:25 0.317 0.226 0.226 12/28/2020 1:50 4.0 13:20 5.2 4.6 2:40 1.0 13:30 1.4 1.2 1:45 0.143 13:20 0.275 0.213 0.213 12/29/2020 4:10 3.7 19:25 5.4 4.6 4:10 0.9 19:25 1.4 1.2 4:10 0.114 19:25 0.307 0.208 0.208 12/30/2020 2:30 4.1 10:55 6.1 5.2 2:20 1.1 10:40 1.5 1.3 2:20 0.163 10:55 0.374 0.278 0.278 12/31/2020 23:55 5.0 17:25 6.3 5.6 23:50 1.3 17:25 1.6 1.4 23:55 0.242 17:25 0.414 0.314 0.314 ReportAvg 4.7 1.2 0.212 ReportTotal 6.577 ADS Environmental Services Pipe Height: 11.50 Date 1/1/2021 1/2/2021 1/3/2021 1/4/2021 1/5/2021 1/6/2021 1/7/2021 1/8/2021 1/9/2021 1/10/2021 1/11/2021 1/12/2021 1/13/2021 1/14/2021 1/15/2021 1/16/2021 1/17/2021 1/18/2021 1/19/2021 1/20/2021 1 /21 /2021 1/22/2021 1/23/2021 1/24/2021 1/25/2021 1/26/2021 1/27/2021 1/28/2021 1/29/2021 1/30/2021 1/31/2021 ReportAvg ReportTotal TUK_SS011051mp11DFINAL (inches) Time Min. Time Max. Average 3:00 4.6 15:20 6.9 5.3 4:40 4.5 20:10 8.6 6.1 22:20 5.9 0:00 8.3 6.6 3:25 5.4 11:30 6.6 5.9 3:55 4.9 20:40 7.1 5.7 23:55 5.2 16:55 6.2 5.8 3:10 4.7 12:40 5.7 5.2 3:35 4.4 13:45 5.6 5.0 5:00 4.2 10:45 5.7 4.9 3:55 4.1 19:25 5.6 4.8 3:45 4.1 21:00 6.4 5.2 0:00 5.4 18:30 8.2 7.1 23:55 5.7 0:15 9.6 6.6 3:55 5.2 19:00 6.2 5.6 3:45 4.8 13:15 5.8 5.3 3:20 4.5 11:15 5.9 5.1 5:35 4.2 11:15 5.8 5.0 3:50 3.9 16:35 5.4 4.7 2:55 3.8 18:10 5.5 4.6 3:40 3.8 19:05 5.1 4.6 3:50 3.7 18:05 5.1 4.5 3:35 3.7 18:35 5.0 4.4 5:15 3.5 13:00 5.2 4.4 4:05 3.4 19:25 5.4 4.4 3:15 3.5 18:10 5.2 4.4 3:05 3.4 18:25 5.3 4.4 4:05 3.5 18:15 5.1 4.4 3:30 3.5 7:35 5.2 4.4 3:05 3.4 17:55 5.0 4.3 4:55 3.5 11:05 5.2 4.4 4:50 3.5 17:10 5.3 4.4 TUK_SS011051mp11VFINAL (feet/sec) Time 8:30 2:15 22:10 2:20 3:55 23:35 4:50 3:35 4:30 4:50 4:50 0:00 3:20 3:30 2:35 2:45 5:30 3:20 2:35 3:50 1:55 1:55 3:50 4:20 3:15 3:00 2:55 3:30 4:35 3:20 3:45 Min. 1.1 1.2 1.4 1.4 1.3 1.3 1.2 1.1 1.0 1.0 1.0 1.4 1.4 1.3 1.2 1.1 1.0 1.0 0.9 0.9 0.9 0.9 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.7 0.8 Time 15:15 20:05 0:20 11:40 20:40 0:45 17:40 13:45 10:20 19:20 21:00 20:45 0:20 19:00 13:15 11:05 11:15 16:15 20:05 17:45 19:05 11:30 13:05 19:15 18:10 18:25 18:50 7:35 13:55 13:35 10:30 Max. 1.7 1.9 1.9 1.7 1.7 1.5 1.5 1.5 1.5 1.4 1.6 1.9 2.1 1.5 1.5 1.5 1.5 1.4 1.4 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 Average 1.3 1.5 1.6 1.5 1.4 1.5 1.3 1.3 1.3 1.3 1.3 1.7 1.6 1.4 1.4 1.3 1.2 1.2 1.2 1.2 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 TUK_SS011051mp11QFINAL (MGD - Total MG) Time 5:00 4:35 22:10 3:25 3:55 23:55 4:10 3:35 4:30 3:50 4:50 0:00 23:55 3:30 5:00 2:45 5:30 3:20 2:35 3:50 1:55 3:35 5:10 4:20 3:15 3:00 2:55 3:30 3:05 3:20 4:45 Min. 0.202 0.204 0.347 0.299 0.241 0.263 0.217 0.183 0.160 0.156 0.147 0.297 0.327 0.262 0.222 0.187 0.158 0.138 0.130 0.121 0.113 0.115 0.103 0.094 0.101 0.092 0.096 0.097 0.096 0.093 0.099 Time 15:15 20:10 0:00 11:40 20:40 13:00 19:00 13:45 10:45 19:25 21:00 20:45 0:20 19:00 13:15 11:05 11:15 20:10 18:10 19:00 19:05 11:30 13:20 19:15 18:10 18:25 18:50 7:35 13:05 13:35 17:10 Max. 0.504 0.708 0.683 0.459 0.518 0.393 0.327 0.329 0.336 0.315 0.433 0.684 0.882 0.390 0.348 0.354 0.339 0.295 0.306 0.260 0.255 0.251 0.260 0.288 0.267 0.272 0.260 0.268 0.243 0.261 0.272 5.1 1.3 Average 0.285 0.388 0.456 0.363 0.332 0.352 0.278 0.257 0.243 0.237 0.272 0.525 0.437 0.319 0.287 0.261 0.243 0.223 0.213 0.204 0.195 0.186 0.181 0.185 0.184 0.183 0.182 0.181 0.177 0.185 0.189 0.265 Total 0.285 0.388 0.456 0.363 0.332 0.352 0.278 0.257 0.243 0.237 0.272 0.525 0.437 0.319 0.287 0.261 0.243 0.223 0.213 0.204 0.195 0.186 0.181 0.185 0.184 0.183 0.182 0.181 0.177 0.185 0.189 8.203 ADS Environmental Services Pipe Height: 11.50 Date 2/1/2021 2/2/2021 2/3/2021 2/4/2021 2/5/2021 2/6/2021 2/7/2021 2/8/2021 2/9/2021 2/10/2021 TUK_SS011051mp11DFINAL (inches) Time Min. Time Max. Average 3:15 3.7 22:45 6.0 4.8 4:50 4.6 15:50 6.8 5.6 23:55 4.4 18:20 6.1 5.3 4:40 3.9 20:40 5.6 4.8 2:40 4.1 14:05 5.3 4.8 4:25 3.8 12:20 5.8 4.7 4:55 3.7 12:45 5.6 4.7 3:05 3.7 20:25 5.4 4.6 2:45 3.6 12:35 5.2 4.5 3:40 3.5 7:55 4.5 3.9 TUK_SS011051mp11VFINAL (feet/sec) Time Min. Time Max. Average 1:00 0.9 22:45 1.5 1.2 2:35 1.2 15:50 1.6 1.4 23:00 1.1 18:20 1.5 1.3 2:25 1.0 11:30 1.4 1.2 4:40 0.9 19:15 1.3 1.2 4:25 0.9 12:25 1.4 1.2 5:30 0.9 13:20 1.3 1.1 2:00 0.9 20:20 1.3 1.1 2:45 0.9 18:05 1.3 1.1 3:20 0.8 7:55 1.2 1.0 TUK_SS011051mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 3:15 0.122 22:45 0.363 0.229 0.229 4:50 0.203 15:50 0.471 0.310 0.310 23:55 0.183 18:20 0.366 0.269 0.269 4:50 0.144 20:40 0.299 0.222 0.222 4:40 0.134 20:55 0.270 0.212 0.212 4:25 0.126 12:20 0.312 0.212 0.212 5:30 0.116 13:20 0.291 0.207 0.207 3:20 0.116 20:20 0.290 0.201 0.201 2:45 0.108 19:50 0.253 0.190 0.190 3:40 0.097 7:55 0.203 0.139 0.047 ReportAvg ReportTotal 4.8 1.2 0.225 2.098 ADS Environmental Services Pipe Height: 20.50 Date TUK_SS013181mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS013181mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS013181mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 11/12/2020 8:00 2.3 15:10 6.1 5.0 22:00 1.3 8:15 2.3 1.9 8:00 0.178 15:05 0.699 0.532 0.364 11/13/2020 2:30 3.2 11:00 5.9 4.8 11:20 1.6 4:35 2.1 1.9 1:15 0.279 10:50 0.700 0.504 0.504 11/14/2020 7:30 2.0 18:50 5.8 3.9 3:20 1.7 8:55 2.7 2.0 7:25 0.141 18:40 0.648 0.393 0.393 11/15/2020 6:50 2.3 16:10 5.4 3.6 16:20 1.7 6:30 2.6 2.1 6:50 0.182 16:15 0.591 0.356 0.356 11/16/2020 2:40 2.1 14:30 6.9 4.4 18:50 1.6 2:45 2.6 2.0 2:15 0.153 14:25 0.882 0.459 0.459 11/17/2020 3:50 2.4 19:00 6.5 4.4 15:55 1.7 4:10 2.6 2.0 3:45 0.189 19:00 0.771 0.456 0.456 11/18/2020 3:40 2.6 10:15 8.8 4.8 9:25 1.5 3:40 2.4 1.9 2:35 0.236 9:55 1.245 0.519 0.519 11/19/2020 4:45 2.5 13:20 6.4 4.3 13:40 1.7 4:45 2.7 2.0 1:10 0.237 13:20 0.750 0.463 0.463 11/20/2020 4:15 2.7 14:30 5.5 4.2 20:55 1.8 4:20 2.7 2.1 4:15 0.235 16:10 0.634 0.453 0.453 11/21/2020 4:15 2.5 16:20 4.5 3.4 6:50 1.8 21:50 3.1 2.4 4:15 0.224 17:05 0.501 0.388 0.388 11/22/2020 4:25 2.2 16:45 4.7 3.1 1:05 1.4 23:55 2.9 2.4 3:05 0.129 16:35 0.522 0.329 0.329 11/23/2020 3:05 2.2 17:00 5.2 3.9 1:00 1.6 2:35 3.0 2.2 1:00 0.158 16:55 0.639 0.430 0.430 11/24/2020 3:35 2.2 14:40 5.7 4.1 14:45 1.7 7:35 3.0 2.2 3:35 0.185 13:20 0.665 0.449 0.449 11/25/2020 1:50 2.4 11:20 9.4 4.1 21:15 1.7 2:55 2.9 2.2 1:50 0.220 11:15 1.361 0.472 0.472 11/26/2020 23:20 1.8 0:10 4.2 2.6 23:20 0.5 22:20 2.9 2.2 23:20 0.035 0:05 0.522 0.249 0.249 11/27/2020 3:35 1.8 18:00 4.1 3.0 3:35 0.5 6:15 2.9 2.2 3:35 0.033 17:20 0.488 0.300 0.300 11/28/2020 2:15 1.9 16:10 3.9 2.9 5:40 0.6 0:25 2.8 2.2 5:40 0.044 15:55 0.436 0.288 0.288 11/29/2020 3:10 1.8 13:35 4.1 2.8 5:30 0.6 1:15 2.7 2.1 5:30 0.044 13:15 0.475 0.272 0.272 11/30/2020 3:10 2.0 16:15 5.6 4.0 3:10 0.7 2:20 2.8 2.1 3:10 0.050 16:05 0.640 0.415 0.415 ReportAvg 3.8 2.1 0.404 ReportTotal 7.557 ADS Environmental Services Pipe Height: 20.50 Date TUK_SS013181mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS013181mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS013181mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 12/1/2020 3:10 2.2 18:30 6.4 3.9 3:10 1.1 7:40 2.6 2.1 3:10 0.100 18:25 0.796 0.413 0.413 12/2/2020 6:10 2.3 20:15 5.2 3.9 8:10 1.5 6:15 2.4 2.0 6:10 0.148 20:15 0.603 0.398 0.398 12/3/2020 3:00 2.4 11:45 5.6 4.0 4:15 1.8 6:15 2.6 2.1 3:00 0.175 20:15 0.660 0.425 0.425 1214/2020 5:55 2.1 11:40 5.4 3.8 4:15 1.6 2:00 2.7 2.1 5:55 0.135 11:30 0.623 0.397 0.397 12/5/2020 6:20 2.1 20:00 5.6 3.5 4:30 1.8 5:00 2.7 2.1 4:30 0.152 19:50 0.647 0.359 0.359 12/6/2020 4:40 1.8 16:30 4.3 3.0 3:35 0.5 9:50 3.0 2.1 3:35 0.039 16:25 0.447 0.297 0.297 12/7/2020 2:30 2.3 15:30 5.1 3.8 23:50 1.7 1:30 3.0 2.1 2:00 0.193 15:30 0.583 0.398 0.398 12/8/2020 4:10 2.0 23:25 6.8 4.2 2:55 0.5 4:25 2.8 2.0 2:55 0.038 23:15 0.831 0.446 0.446 12/9/2020 4:50 2.4 9:45 8.8 4.5 7:00 1.7 4:25 2.7 2.0 4:50 0.181 9:45 1.196 0.494 0.494 12/10/2020 5:05 2.5 15:45 6.6 4.2 15:50 1.7 6:05 2.8 2.1 5:05 0.200 15:35 0.741 0.452 0.452 12/11/2020 4:15 2.3 18:55 6.0 3.9 4:30 1.4 8:20 2.9 2.2 6:10 0.144 18:45 0.729 0.426 0.426 12/12/2020 4:25 1.9 14:15 4.7 3.2 4:50 0.6 9:30 2.9 2.2 4:50 0.043 14:10 0.516 0.323 0.323 12/13/2020 2:35 2.1 14:40 4.3 3.1 2:35 0.9 9:15 2.7 2.2 2:35 0.070 14:25 0.459 0.311 0.311 12/14/2020 2:10 2.1 13:45 5.2 3.8 2:30 1.5 1:15 2.6 2.1 2:10 0.136 6:45 0.616 0.404 0.404 12/15/2020 2:55 2.4 16:15 6.2 4.4 22:45 1.5 1:35 2.7 2.0 2:55 0.165 16:15 0.691 0.458 0.458 12/16/2020 3:15 2.6 15:35 6.6 4.7 19:25 1.4 2:55 2.6 1.9 3:15 0.181 15:30 0.802 0.500 0.500 12/17/2020 4:20 2.7 18:25 5.8 4.4 4:45 1.7 3:35 2.4 2.0 4:20 0.210 18:20 0.646 0.460 0.460 12/18/2020 6:05 2.5 18:40 5.8 4.2 16:35 1.7 6:55 2.6 2.0 6:05 0.184 18:40 0.657 0.439 0.439 12/19/2020 3:20 2.2 19:00 6.6 4.1 3:15 1.5 5:50 2.6 2.0 3:20 0.139 18:10 0.764 0.422 0.422 12/20/2020 7:55 2.4 14:45 4.9 3.5 11:20 1.5 6:15 2.6 2.0 23:10 0.161 21:20 0.521 0.339 0.339 12/21/2020 1:05 2.5 16:55 9.4 5.4 0:05 1.6 1:40 2.5 2.0 0:05 0.170 16:45 1.313 0.623 0.623 12/22/2020 4:55 3.0 15:50 7.0 4.9 21:30 1.1 5:00 2.4 1.8 4:55 0.286 17:05 0.690 0.492 0.492 12/23/2020 3:20 2.8 8:50 9.1 4.8 21:40 1.1 5:15 2.5 1.9 2:00 0.230 8:50 1.243 0.508 0.508 12/24/2020 23:25 2.3 12:40 5.7 3.9 20:05 0.5 23:55 2.8 2.0 23:05 0.124 21:45 0.662 0.390 0.390 12/25/2020 3:30 1.9 19:05 4.5 3.0 11:45 0.1 0:35 3.0 2.0 11:45 0.021 17:30 0.451 0.270 0.270 12/26/2020 3:40 2.0 19:45 6.0 3.5 3:40 0.6 7:55 2.8 2.1 3:40 0.046 19:50 0.559 0.345 0.345 12/27/2020 4:50 2.1 15:30 6.3 3.4 15:30 0.5 4:30 2.8 2.1 6:00 0.087 17:00 0.506 0.328 0.328 12/28/2020 2:50 2.1 16:15 6.5 4.0 11:40 0.9 0:35 2.8 2.1 2:00 0.128 20:35 0.633 0.429 0.429 12/29/2020 12:20 1.9 12:35 9.0 4.0 15:20 1.2 5:40 2.8 2.2 12:20 0.093 12:35 1.222 0.443 0.443 12/30/2020 0:35 2.6 9:55 10.7 5.0 21:10 0.3 5:05 2.9 2.0 21:10 0.115 9:55 1.644 0.547 0.547 12/31/2020 23:30 2.9 13:55 7.4 4.9 12:20 0.3 23:05 2.7 1.8 20:20 0.107 16:25 0.795 0.492 0.492 ReportAvg 4.0 2.0 0.420 ReportTotal 13.03 ADS Environmental Services Pipe Height: 20.50 Date 1/1/2021 1/2/2021 1/3/2021 1/4/2021 1/5/2021 1/6/2021 1/7/2021 1/8/2021 1/9/2021 1/10/2021 1/11/2021 1/12/2021 1/13/2021 1/14/2021 1/15/2021 1/16/2021 1/17/2021 1/18/2021 1/19/2021 1/20/2021 1 /21 /2021 1/22/2021 1/23/2021 1/24/2021 1/25/2021 1/26/2021 1/27/2021 1/28/2021 1/29/2021 1/30/2021 1/31/2021 ReportAvg ReportTotal TUK_SS013181mp11DFINAL (inches) Time Min. Time Max. Average 4:25 2.4 12:50 6.2 3.7 4:00 2.2 23:40 13.0 5.4 23:05 3.5 0:45 14.9 5.9 2:45 3.6 16:25 6.3 5.0 3:30 2.9 19:40 8.2 5.3 23:45 3.4 10:25 8.1 5.1 3:35 2.5 14:10 6.2 4.2 3:40 2.7 17:50 6.0 4.3 5:50 2.5 0:35 4.7 3.5 6:40 2.3 18:05 4.7 3.2 1:25 2.2 21:05 8.0 5.2 0:15 4.6 19:25 10.7 8.0 23:55 3.8 9:40 9.3 5.8 9:50 2.0 13:00 10.6 4.7 4:15 3.2 12:55 6.0 4.5 3:40 2.7 19:30 5.1 3.9 2:25 2.7 11:35 4.4 3.6 4:20 2.8 15:00 5.6 4.4 3:50 2.6 15:15 5.5 4.2 3:05 2.8 8:25 8.7 4.5 3:40 2.8 15:20 5.8 4.4 3:45 2.5 15:15 6.2 4.3 4:40 2.8 1:10 5.1 3.8 4:50 2.6 17:25 4.7 3.8 2:45 2.8 15:15 5.6 4.2 1:45 2.7 18:00 5.9 4.4 4:35 2.4 12:35 5.7 4.2 2:05 2.7 16:35 6.2 4.3 4:15 2.5 14:10 5.9 4.1 6:50 2.3 15:40 4.9 3.6 3:15 2.3 20:25 4.4 3.3 TUK_SS013181mp11VFINAL (feet/sec) Time Min. Time Max. Average 13:05 0.3 23:40 3.2 2.0 23:40 0.2 6:25 2.9 1.9 0:10 0.2 23:15 2.5 1.7 14:20 1.8 1:50 2.5 2.1 23:05 0.6 2:15 2.8 2.0 0:05 1.7 5:40 2.5 2.1 14:35 1.9 2:20 3.0 2.2 13:40 1.8 0:15 3.0 2.2 2:45 1.2 1:05 2.9 2.3 6:15 1.5 2:50 2.9 2.4 3:15 1.2 1:55 2.8 2.0 15:50 0.6 0:30 2.1 1.7 0:00 1.3 21:30 2.4 2.0 12:50 1.3 9:10 2.4 2.1 12:55 1.6 10:10 2.3 2.0 10:50 1.8 4:15 2.5 2.1 4:50 1.7 6:25 2.5 2.1 8:25 1.8 4:05 2.6 2.1 2:55 1.8 5:25 2.7 2.1 1:00 1.8 4:20 2.6 2.1 11:25 1.1 5:55 2.5 2.0 3:45 1.6 6:10 2.6 2.1 15:00 1.8 5:00 2.7 2.1 1:15 1.7 6:15 2.8 2.2 21:45 1.8 2:50 2.7 2.2 10:00 1.8 7:25 2.7 2.2 3:55 1.6 5:40 2.8 2.2 9:00 1.8 9:30 2.9 2.2 17:45 1.8 5:25 2.8 2.2 7:10 1.4 4:30 2.8 2.3 4:45 1.2 5:30 2.9 2.5 4.5 2.1 TUK_SS013181mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 13:05 0.081 17:30 0.601 0.364 0.364 4:00 0.134 23:50 1.303 0.528 0.528 7:00 0.148 0:25 1.255 0.556 0.556 1:45 0.382 22:15 0.809 0.583 0.583 23:05 0.297 15:55 0.964 0.593 0.593 23:45 0.329 10:25 1.119 0.595 0.595 3:35 0.239 14:10 0.752 0.483 0.483 3:40 0.285 17:25 0.697 0.488 0.488 2:45 0.130 0:35 0.577 0.385 0.385 6:15 0.156 18:05 0.587 0.359 0.359 1:25 0.143 21:15 0.997 0.577 0.577 15:50 0.300 19:25 1.233 0.894 0.894 23:55 0.391 9:40 1.363 0.696 0.696 12:50 0.108 13:00 1.723 0.533 0.533 5:30 0.302 12:50 0.711 0.496 0.496 3:40 0.212 19:30 0.613 0.409 0.409 2:25 0.232 11:35 0.511 0.371 0.371 1:35 0.260 15:00 0.684 0.480 0.480 3:50 0.234 15:20 0.652 0.450 0.450 3:05 0.247 8:25 1.271 0.503 0.503 4:10 0.227 17:45 0.694 0.468 0.468 3:45 0.166 15:10 0.764 0.464 0.464 4:40 0.234 1:10 0.637 0.401 0.401 4:50 0.217 11:55 0.560 0.409 0.409 2:45 0.266 15:05 0.669 0.481 0.481 1:20 0.270 18:00 0.758 0.509 0.509 4:35 0.169 12:35 0.678 0.478 0.478 3:05 0.232 16:35 0.756 0.485 0.485 4:15 0.231 14:05 0.698 0.469 0.469 7:10 0.139 15:35 0.557 0.412 0.412 4:45 0.123 20:20 0.544 0.393 0.393 0.494 15.31 ADS Environmental Services Pipe Height: 20.50 Date 2/1/2021 2/2/2021 2/3/2021 2/4/2021 2/5/2021 2/6/2021 2/7/2021 2/8/2021 2/9/2021 2/10/2021 TUK_SS013181mp11DFINAL (inches) Time Min. Time Max. Average 1:10 2.5 18:50 6.3 4.7 4:25 3.3 18:55 6.9 5.2 5:00 3.0 11:45 6.5 4.9 4:50 2.8 12:25 6.1 4.6 3:30 2.5 13:00 5.9 4.4 2:50 2.6 17:30 6.0 4.1 3:20 2.4 17:15 4.7 3.4 3:20 2.3 16:10 5.6 4.1 5:20 2.4 13:05 5.8 4.1 5:20 2.4 6:30 4.2 3.2 TUK_SS013181mp11VFINAL (feet/sec) Time Min. Time Max. Average 20:45 0.9 1:35 2.9 2.1 21:35 0.9 3:55 2.7 1.9 22:25 0.8 7:30 2.3 1.9 21:30 1.0 5:35 2.6 2.0 11:55 1.0 2:25 2.8 2.1 16:00 1.9 3:45 2.9 2.2 5:40 1.5 0:45 2.9 2.4 0:00 1.1 2:40 3.0 2.2 5:20 1.4 0:30 3.0 2.2 2:10 1.2 1:25 2.9 2.4 TUK_SS013181mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 1:30 0.234 13:50 0.765 0.542 0.542 5:15 0.275 13:25 0.835 0.564 0.564 22:25 0.238 13:15 0.750 0.523 0.523 4:50 0.242 13:50 0.721 0.496 0.496 3:30 0.157 15:20 0.715 0.486 0.486 4:15 0.257 17:30 0.743 0.472 0.472 5:40 0.156 17:10 0.537 0.387 0.387 3:20 0.117 18:50 0.669 0.464 0.464 5:20 0.133 13:05 0.697 0.469 0.469 2:10 0.124 6:15 0.477 0.350 0.107 ReportAvg ReportTotal 4.4 2.1 0.485 4.514 ADS Environmental Services Pipe Height: 12.00 Date TUK_SS019891mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS019891mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS019891mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 11/16/2020 23:15 2.1 20:30 2.6 2.4 23:45 1.0 20:30 1.4 1.2 23:45 0.057 20:30 0.110 0.082 0.032 11/17/2020 1:50 1.9 18:25 3.2 2.3 1:15 0.8 18:25 1.7 1.1 1:15 0.042 18:25 0.189 0.081 0.081 11/18/2020 3:20 1.9 14:40 2.7 2.3 3:25 0.7 14:35 1.4 1.1 3:25 0.036 14:35 0.114 0.078 0.078 11/19/2020 2:05 1.8 21:40 2.8 2.2 4:20 0.7 21:40 1.5 1.1 2:10 0.033 21:40 0.136 0.071 0.071 11/20/2020 3:35 1.8 11:10 2.6 2.2 3:30 0.7 11:20 1.3 1.0 3:30 0.037 11:20 0.105 0.068 0.068 11/21/2020 4:35 1.8 13:45 2.8 2.2 5:00 0.7 13:45 1.5 1.0 5:00 0.033 13:45 0.131 0.064 0.064 11/22/2020 5:05 1.8 11:30 2.7 2.2 3:10 0.6 17:10 1.4 1.0 3:10 0.032 17:10 0.117 0.063 0.063 11/23/2020 2:35 1.7 11:15 2.5 2.2 2:35 0.7 14:05 1.3 1.0 2:35 0.030 14:05 0.100 0.063 0.063 11/24/2020 4:20 1.8 18:35 3.6 2.2 3:20 0.6 18:35 1.8 1.1 3:20 0.031 18:35 0.226 0.070 0.070 11/25/2020 4:10 1.9 13:25 2.6 2.1 4:15 0.8 13:25 1.3 1.0 4:15 0.041 13:25 0.108 0.062 0.062 11/26/2020 16:35 1.8 11:25 2.8 2.0 18:30 0.7 11:25 1.6 0.9 16:35 0.035 11:25 0.147 0.052 0.052 11/27/2020 3:25 1.7 10:40 2.6 2.1 4:40 0.7 10:35 1.3 0.9 3:00 0.032 10:40 0.106 0.057 0.057 11/28/2020 4:50 1.8 11:20 2.6 2.1 4:50 0.7 11:20 1.4 1.0 4:50 0.033 11:20 0.109 0.061 0.061 11/29/2020 5:05 1.9 10:45 2.7 2.2 3:50 0.8 10:40 1.4 1.0 3:50 0.040 10:40 0.122 0.064 0.064 11/30/2020 3:10 1.8 7:25 2.7 2.2 3:15 0.7 7:25 1.4 1.1 3:15 0.034 7:25 0.114 0.070 0.070 ReportAvg 2.2 1.0 0.067 ReportTotal 0.959 ADS Environmental Services Pipe Height: 12.00 Date TUK_SS019891mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS019891mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS019891mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 12/1/2020 2:40 1.8 14:25 2.8 2.3 2:35 0.8 19:15 1.4 1.1 2:35 0.038 14:25 0.124 0.073 0.073 12/2/2020 2:40 1.8 8:50 2.7 2.2 2:35 0.7 8:50 1.4 1.0 2:35 0.034 8:50 0.117 0.063 0.063 12/3/2020 5:10 1.7 12:30 2.7 2.2 5:10 0.7 12:30 1.4 1.0 5:10 0.031 12:30 0.114 0.067 0.067 1214/2020 2:25 1.9 12:20 2.7 2.2 3:05 0.8 12:20 1.4 1.0 3:05 0.043 12:20 0.120 0.069 0.069 12/5/2020 5:30 1.6 11:00 2.6 2.1 5:30 0.6 11:00 1.4 0.9 5:30 0.025 11:00 0.112 0.058 0.058 12/6/2020 1:35 1.7 12:00 2.7 2.1 2:45 0.7 12:00 1.3 0.9 1:40 0.029 12:00 0.113 0.055 0.055 12/7/2020 5:45 1.7 16:15 2.7 2.2 1:15 0.6 10:05 1.4 1.0 1:15 0.027 16:15 0.119 0.063 0.063 12/8/2020 2:40 1.9 20:30 2.6 2.2 2:40 0.7 20:30 1.4 1.0 2:40 0.036 20:30 0.115 0.067 0.067 12/9/2020 3:45 1.6 19:05 2.9 2.1 3:35 0.6 19:05 1.5 1.0 3:35 0.026 19:05 0.142 0.062 0.062 12/10/2020 3:15 1.7 21:25 2.5 2.1 3:05 0.6 7:25 1.4 1.0 3:05 0.029 7:25 0.106 0.063 0.063 12/11/2020 2:05 1.8 11:45 2.7 2.2 2:10 0.7 11:45 1.4 1.0 2:05 0.035 11:45 0.117 0.067 0.067 12/12/2020 2:40 1.8 15:40 2.7 2.2 4:00 0.7 15:40 1.3 1.0 4:05 0.034 15:40 0.115 0.062 0.062 12/13/2020 4:35 1.7 16:40 2.7 2.1 4:35 0.6 12:10 1.4 1.0 4:35 0.027 12:15 0.118 0.062 0.062 12/14/2020 0:30 1.9 14:05 2.6 2.2 0:15 0.7 14:05 1.4 1.0 0:15 0.039 14:05 0.111 0.068 0.068 12/15/2020 2:20 1.7 9:35 2.6 2.2 3:35 0.7 9:30 1.4 1.0 2:20 0.028 9:30 0.111 0.068 0.068 12/16/2020 1:45 1.9 14:50 2.6 2.2 1:35 0.8 14:45 1.3 1.0 1:35 0.039 14:45 0.107 0.068 0.068 12/17/2020 2:55 1.7 11:25 2.5 2.1 2:55 0.6 11:30 1.2 0.9 2:55 0.028 11:25 0.095 0.055 0.055 12/18/2020 2:05 1.6 12:20 2.7 2.1 2:50 0.6 12:20 1.4 1.0 2:50 0.024 12:20 0.125 0.060 0.060 12/19/2020 3:40 1.8 4:15 3.1 2.2 4:10 0.6 4:15 1.4 1.0 3:40 0.030 4:15 0.146 0.065 0.065 12/20/2020 5:25 1.8 11:35 2.7 2.2 3:10 0.7 11:35 1.4 1.0 5:30 0.034 11:35 0.124 0.063 0.063 12/21/2020 2:40 1.8 16:00 4.0 2.4 2:40 0.7 16:00 2.1 1.2 2:40 0.035 16:00 0.309 0.086 0.086 12/22/2020 5:55 1.8 11:55 2.8 2.2 5:55 0.8 9:00 1.4 1.0 5:55 0.037 11:55 0.124 0.065 0.065 12/23/2020 5:40 1.8 15:20 2.7 2.2 3:15 0.7 15:20 1.3 0.9 5:40 0.034 15:20 0.114 0.061 0.061 12/24/2020 3:25 1.8 15:55 3.0 2.3 3:25 0.6 15:55 1.3 0.9 3:25 0.030 15:55 0.136 0.059 0.059 12/25/2020 3:55 1.9 16:40 2.8 2.3 5:05 0.6 16:40 1.2 0.9 5:05 0.034 16:40 0.109 0.061 0.061 12/26/2020 6:35 1.9 10:05 2.8 2.4 6:35 0.6 16:55 1.1 0.9 6:35 0.034 10:05 0.100 0.064 0.064 12/27/2020 3:55 1.9 10:00 2.8 2.4 3:45 0.6 9:50 1.2 0.9 3:55 0.032 9:50 0.105 0.061 0.061 12/28/2020 3:20 1.9 13:35 2.9 2.5 3:50 0.6 13:35 1.2 0.9 3:20 0.032 13:35 0.112 0.070 0.070 12/29/2020 3:55 1.9 12:20 2.9 2.4 4:00 0.6 13:25 1.4 1.0 3:55 0.030 12:20 0.123 0.076 0.076 12/30/2020 3:55 2.0 10:40 2.9 2.4 0:30 0.8 10:35 1.4 1.2 3:55 0.048 10:35 0.135 0.086 0.086 12/31/2020 4:55 2.1 11:20 2.8 2.4 0:55 0.9 11:20 1.4 1.2 0:55 0.052 11:20 0.127 0.084 0.084 ReportAvg 2.2 1.0 0.066 ReportTotal 2.053 ADS Environmental Services Pipe Height: 12.00 Date 1/1/2021 1/2/2021 1/3/2021 1/4/2021 1/5/2021 1/6/2021 1/7/2021 1/8/2021 1/9/2021 1/10/2021 1/11/2021 1/12/2021 1/13/2021 1/14/2021 1/15/2021 1/16/2021 1/17/2021 1/18/2021 1/19/2021 1/20/2021 1 /21 /2021 1/22/2021 1/23/2021 1/24/2021 1/25/2021 1/26/2021 1/27/2021 1/28/2021 1/29/2021 1/30/2021 1/31/2021 ReportAvg ReportTotal TUK_SS019891mp11DFINAL (inches) Time Min. Time Max. Average 1:25 2.0 15:20 3.5 2.4 2:50 2.0 20:25 3.4 2.6 6:00 2.3 0:55 3.8 2.6 3:40 2.1 11:35 3.1 2.5 2:10 2.2 13:35 3.1 2.6 3:55 2.2 12:25 2.9 2.5 4:00 2.0 11:15 3.1 2.5 2:20 2.1 16:30 3.0 2.6 4:10 2.2 17:05 2.9 2.6 23:45 2.3 14:00 3.0 2.6 4:15 2.1 10:15 3.0 2.5 0:10 2.4 21:35 4.1 3.0 5:15 2.2 3:40 10.1 2.8 3:50 2.1 13:25 3.0 2.5 4:00 2.1 12:35 2.9 2.5 4:40 2.1 11:35 2.9 2.5 5:10 2.1 10:40 2.9 2.4 3:10 1.9 15:10 3.5 2.4 3:25 1.9 11:50 2.8 2.4 2:25 1.9 11:30 2.8 2.4 23:55 2.0 7:10 2.8 2.4 3:15 1.8 15:35 2.7 2.3 2:50 1.9 15:20 2.8 2.4 5:10 2.0 11:45 2.9 2.4 3:45 2.1 9:55 2.8 2.4 23:30 2.0 7:10 2.7 2.3 3:20 1.8 12:40 2.7 2.2 2:40 1.9 7:30 2.8 2.3 3:45 2.0 10:20 2.8 2.4 1:55 1.9 10:50 3.0 2.4 4:20 2.1 10:40 2.8 2.4 TUK_SS019891mp11VFINAL (feet/sec) Time Min. Time Max. Average 1:20 0.9 15:15 1.9 1.2 4:30 0.8 20:20 1.7 1.2 1:25 0.7 10:25 1.5 1.2 3:35 0.9 11:35 1.6 1.2 2:05 0.9 13:05 1.5 1.2 4:50 0.9 10:45 1.5 1.2 4:00 0.8 11:00 1.4 1.1 2:55 0.8 16:30 1.5 1.1 3:25 0.8 14:40 1.4 1.1 4:15 1.0 10:05 1.4 1.2 4:10 0.9 10:10 1.5 1.1 19:35 0.7 15:45 1.8 1.2 3:35 0.2 0:25 1.5 1.1 3:45 0.9 13:25 1.5 1.2 4:05 0.9 8:20 1.5 1.2 4:30 0.9 11:30 1.4 1.1 5:00 0.9 10:40 1.4 1.1 3:00 0.7 14:40 1.8 1.1 4:15 0.7 15:20 1.3 1.0 2:25 0.7 10:45 1.4 1.0 1:50 0.8 16:55 1.4 1.1 3:15 0.7 15:10 1.3 1.0 2:50 0.8 15:30 1.3 1.1 4:50 0.8 11:35 1.4 1.1 3:00 0.9 10:00 1.4 1.1 23:30 0.9 7:10 1.3 1.0 3:10 0.7 12:40 1.3 1.0 2:45 0.8 7:30 1.4 1.0 3:45 0.8 10:10 1.3 1.1 2:25 0.8 10:45 1.5 1.1 1:40 0.8 14:10 1.4 1.1 2.5 1.1 TUK_SS019891mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 1:20 0.054 15:15 0.229 0.088 0.088 2:45 0.044 20:20 0.202 0.098 0.098 6:00 0.063 10:25 0.161 0.096 0.096 3:40 0.053 11:35 0.162 0.093 0.093 2:05 0.056 13:35 0.151 0.097 0.097 3:55 0.062 12:30 0.135 0.091 0.091 4:00 0.045 11:15 0.138 0.088 0.088 2:55 0.051 16:30 0.144 0.093 0.093 4:05 0.051 17:05 0.135 0.089 0.089 4:15 0.070 14:00 0.143 0.099 0.099 4:15 0.051 10:15 0.145 0.089 0.089 0:05 0.068 15:50 0.221 0.119 0.119 4:30 0.057 0:25 0.170 0.091 0.091 3:45 0.053 13:25 0.149 0.090 0.090 4:05 0.055 12:35 0.131 0.089 0.089 4:30 0.054 11:30 0.137 0.085 0.085 5:05 0.052 10:40 0.129 0.081 0.081 3:05 0.040 15:10 0.213 0.079 0.079 4:15 0.038 15:20 0.120 0.074 0.074 2:25 0.037 10:45 0.127 0.075 0.075 1:50 0.044 7:05 0.121 0.076 0.076 3:15 0.034 10:50 0.112 0.072 0.072 2:50 0.041 15:20 0.118 0.079 0.079 4:55 0.045 11:45 0.131 0.077 0.077 4:00 0.051 10:00 0.120 0.081 0.081 23:30 0.048 7:10 0.111 0.072 0.072 3:20 0.033 12:40 0.113 0.065 0.065 2:45 0.040 7:30 0.121 0.074 0.074 3:45 0.045 10:20 0.117 0.078 0.078 2:25 0.045 10:45 0.142 0.083 0.083 1:40 0.048 10:40 0.125 0.086 0.086 0.085 2.646 ADS Environmental Services Pipe Height: 12.00 Date 2/1/2021 2/2/2021 2/3/2021 2/4/2021 2/5/2021 2/6/2021 2/7/2021 2/8/2021 2/9/2021 2/10/2021 2/11/2021 2/12/2021 TUK_SS019891mp11DFINAL (inches) Time Min. Time Max. Average 0:45 2.2 10:15 3.0 2.5 5:00 2.1 9:20 3.1 2.5 4:05 2.0 11:55 2.7 2.5 3:45 2.1 11:00 3.0 2.5 3:05 1.9 15:05 2.8 2.4 3:20 2.1 11:40 2.9 2.4 3:35 2.0 22:05 3.4 2.4 16:00 2.1 12:30 2.8 2.4 2:30 2.0 12:15 3.0 2.5 3:15 1.9 10:35 2.8 2.4 2:10 2.1 7:25 2.7 2.4 1:55 1.9 9:05 2.6 2.1 TUK_SS019891mp11VFINAL (feet/sec) Time Min. Time Max. Average 0:40 0.9 22:50 1.5 1.2 4:55 0.9 9:20 1.5 1.2 3:30 0.9 7:35 1.3 1.2 3:30 0.8 11:20 1.5 1.1 2:40 0.8 9:55 1.4 1.1 3:20 0.9 11:35 1.4 1.1 3:30 0.8 22:05 1.6 1.1 2:35 0.7 20:45 1.3 1.0 23:20 0.8 12:00 1.4 1.1 0:50 0.7 16:20 1.3 1.1 3:05 0.9 7:25 1.4 1.1 2:25 0.8 8:45 1.3 1.0 TUK_SS019891mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 0:45 0.059 10:15 0.149 0.092 0.092 4:55 0.054 9:20 0.160 0.095 0.095 3:50 0.049 12:00 0.117 0.089 0.089 3:30 0.045 11:05 0.146 0.085 0.085 2:40 0.042 15:05 0.128 0.080 0.080 3:20 0.053 11:40 0.127 0.083 0.083 3:30 0.046 22:05 0.189 0.077 0.077 2:35 0.041 20:55 0.111 0.073 0.073 23:30 0.048 12:00 0.140 0.086 0.086 3:15 0.039 16:20 0.114 0.075 0.075 3:10 0.054 7:25 0.123 0.080 0.080 2:25 0.040 9:05 0.102 0.061 0.024 ReportAvg ReportTotal 2.4 1.1 0.082 0.940 ADS Environmental Services Pipe Height: 10.00 Date TUK_SS301291mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS301291mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS301291mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 11/16/2020 23:55 2.5 14:05 3.5 3.1 23:50 1.9 19:10 3.0 2.5 23:50 0.139 14:05 0.309 0.229 0.104 11/17/2020 4:40 2.3 18:25 4.0 2.8 2:15 1.6 18:20 3.1 2.3 2:15 0.107 18:25 0.399 0.193 0.193 11/18/2020 3:30 2.6 17:25 3.5 3.0 3:40 1.9 13:40 2.9 2.5 3:10 0.148 17:25 0.315 0.230 0.230 11/19/2020 23:55 2.5 9:15 3.5 2.8 23:00 1.8 19:30 2.9 2.4 23:00 0.133 19:30 0.260 0.194 0.194 11/20/2020 21:05 2.2 15:25 3.2 2.5 3:15 1.2 11:55 2.6 2.2 3:15 0.073 15:25 0.210 0.155 0.155 11/21/2020 3:55 2.0 9:15 3.0 2.4 5:35 1.3 11:50 2.7 2.1 5:05 0.068 10:10 0.205 0.139 0.139 11/22/2020 4:15 1.9 22:15 3.2 2.4 4:20 1.0 13:20 2.7 2.0 4:20 0.049 17:10 0.214 0.131 0.131 11/23/2020 4:20 1.9 13:05 3.0 2.4 1:20 1.1 20:10 2.6 2.0 1:20 0.061 19:55 0.212 0.137 0.137 11/24/2020 1:40 2.0 16:55 3.1 2.4 1:30 1.0 13:05 2.5 1.9 1:30 0.052 15:40 0.204 0.132 0.132 11/25/2020 3:40 2.0 14:45 3.0 2.4 3:50 0.9 16:35 2.5 1.9 3:40 0.046 14:45 0.192 0.131 0.131 11/26/2020 4:30 2.0 10:10 3.1 2.4 6:15 1.2 10:50 2.7 2.0 6:10 0.064 12:45 0.227 0.136 0.136 11/27/2020 3:40 2.0 10:55 3.0 2.3 4:35 1.1 10:40 2.5 1.9 4:35 0.057 10:55 0.199 0.118 0.118 11/28/2020 5:05 1.9 16:50 2.7 2.3 2:35 1.0 13:50 2.6 1.9 2:35 0.048 13:45 0.192 0.118 0.118 11/29/2020 2:20 1.5 17:40 3.0 2.2 2:20 0.3 13:10 2.5 1.8 2:20 0.011 13:10 0.186 0.109 0.109 11/30/2020 0:45 1.7 8:35 3.1 2.5 0:45 1.3 5:10 2.8 2.1 0:45 0.055 7:30 0.236 0.148 0.148 ReportAvg 2.5 2.1 0.150 ReportTotal 2.174 ADS Environmental Services Pipe Height: 10.00 Date TUK_SS301291mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS301291mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS301291mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 12/1/2020 3:45 1.9 20:00 2.8 2.3 3:20 1.2 9:35 2.4 1.9 3:55 0.058 21:20 0.188 0.120 0.120 12/2/2020 3:35 1.8 19:05 2.7 2.2 1:30 1.1 19:50 2.6 1.9 2:35 0.053 19:10 0.182 0.115 0.115 12/3/2020 4:40 1.8 14:05 2.6 2.2 4:05 0.9 12:50 2.5 1.9 2:25 0.043 20:05 0.171 0.108 0.108 1214/2020 3:05 1.7 9:10 2.8 2.1 1:25 0.9 11:55 2.5 1.8 2:00 0.040 12:50 0.163 0.102 0.102 12/5/2020 4:45 1.7 14:15 2.8 2.1 21:40 1.1 17:10 2.4 1.8 5:45 0.049 13:30 0.166 0.102 0.102 12/6/2020 5:05 1.7 18:35 2.9 2.2 6:05 1.1 13:35 2.6 1.7 5:00 0.043 13:35 0.187 0.102 0.102 12/7/2020 3:20 1.7 20:45 2.7 2.2 0:10 0.9 13:50 2.4 1.7 3:10 0.042 13:50 0.165 0.099 0.099 12/8/2020 4:05 1.7 20:25 3.7 2.5 4:00 1.0 20:00 2.6 1.7 4:00 0.043 20:25 0.299 0.125 0.125 12/9/2020 3:05 2.3 11:40 3.0 2.6 11:15 1.7 18:15 2.6 2.2 23:25 0.120 19:00 0.216 0.163 0.163 12/10/2020 23:30 2.2 17:45 2.8 2.5 2:00 1.3 10:55 2.6 2.0 3:40 0.077 11:30 0.182 0.134 0.134 12/11/2020 4:25 2.0 17:35 2.8 2.3 4:25 1.1 9:30 2.6 2.0 4:25 0.055 11:15 0.174 0.126 0.126 12/12/2020 4:05 1.9 10:20 2.7 2.3 3:50 1.0 11:45 2.6 2.0 3:50 0.050 10:20 0.177 0.120 0.120 12/13/2020 1:30 1.9 11:40 3.1 2.4 3:10 1.1 17:25 2.7 2.0 3:10 0.052 11:20 0.207 0.132 0.132 12/14/2020 2:20 2.0 19:55 2.9 2.4 1:20 1.2 12:40 2.6 2.1 2:00 0.062 19:55 0.206 0.141 0.141 12/15/2020 1:35 2.0 15:45 3.3 2.6 0:40 1.3 17:35 2.7 2.2 1:45 0.067 17:25 0.240 0.162 0.162 12/16/2020 2:55 2.4 21:40 3.7 2.9 2:00 1.8 19:20 2.9 2.4 2:00 0.124 21:45 0.346 0.212 0.212 12/17/2020 23:55 2.7 11:10 3.4 3.0 14:40 1.9 8:30 2.9 2.5 23:50 0.164 8:30 0.288 0.228 0.228 12/18/2020 4:35 2.4 19:15 3.4 2.8 6:10 1.8 13:05 2.7 2.3 2:35 0.126 18:55 0.262 0.190 0.190 12/19/2020 4:05 2.3 21:30 3.4 2.8 7:30 1.7 21:15 2.8 2.3 5:20 0.120 21:15 0.289 0.198 0.198 12/20/2020 23:35 2.7 18:25 3.5 3.0 3:40 2.0 15:00 2.9 2.5 23:35 0.156 14:10 0.301 0.220 0.220 12/21/2020 2:20 2.6 19:35 5.0 3.8 3:30 2.1 20:55 3.1 2.6 2:30 0.160 20:55 0.542 0.332 0.332 12/22/2020 23:45 3.1 0:10 4.6 3.7 13:10 2.3 8:20 3.0 2.6 23:20 0.242 0:10 0.464 0.318 0.318 12/23/2020 23:00 2.9 19:25 3.7 3.2 15:45 1.9 10:35 3.0 2.5 3:25 0.200 10:35 0.300 0.245 0.245 12/24/2020 4:30 2.6 12:50 3.3 3.0 23:40 1.8 13:05 2.8 2.4 23:40 0.147 13:10 0.282 0.212 0.212 12/25/2020 6:25 2.5 19:00 3.4 2.9 2:05 1.7 18:20 2.8 2.4 2:05 0.122 18:20 0.280 0.204 0.204 12/26/2020 6:45 2.6 12:30 3.4 2.9 6:15 1.9 21:30 2.8 2.4 6:15 0.143 11:20 0.278 0.214 0.214 12/27/2020 2:40 2.5 10:20 3.4 2.9 2:45 1.6 11:45 2.7 2.3 2:45 0.117 10:20 0.298 0.205 0.205 12/28/2020 4:20 2.5 13:30 3.2 2.9 4:15 1.6 12:25 2.6 2.2 4:15 0.114 12:20 0.255 0.188 0.188 12/29/2020 2:05 2.4 19:50 3.4 2.8 3:05 1.4 8:10 2.7 2.1 3:05 0.092 19:50 0.283 0.171 0.171 12/30/2020 1:05 2.5 11:05 4.0 3.4 0:30 1.7 14:45 2.7 2.4 0:30 0.128 11:05 0.352 0.259 0.259 12/31/2020 23:30 3.3 7:15 4.3 3.9 21:45 2.1 8:25 2.9 2.5 23:45 0.250 12:35 0.382 0.319 0.319 ReportAvg 2.7 2.2 0.180 ReportTotal 5.566 ADS Environmental Services Pipe Height: 10.00 Date 1/1/2021 1/2/2021 1/3/2021 1/4/2021 1/5/2021 1/6/2021 1/7/2021 1/8/2021 1/9/2021 1/10/2021 1/11/2021 1/12/2021 1/13/2021 1/14/2021 1/15/2021 1/16/2021 1/17/2021 1/18/2021 1/19/2021 1/20/2021 1 /21 /2021 1/22/2021 1/23/2021 1/24/2021 1/25/2021 1/26/2021 1/27/2021 1/28/2021 1/29/2021 1/30/2021 1/31/2021 ReportAvg ReportTotal TUK_SS301291mp11DFINAL (inches) Time 5:25 4:45 22:55 23:55 3:55 22:15 21:45 4:45 5:40 4:40 4:20 0:00 23:45 21:25 3:50 5:55 4:40 3:55 2:35 4:30 4:20 4:50 5:40 4:45 2:55 3:30 4:40 2:55 4:45 1:40 4:05 Min. 3.1 3.1 4.0 3.6 3.4 3.7 3.3 3.0 3.0 2.8 2.7 3.9 3.9 3.4 3.2 3.0 2.9 2.7 2.7 2.6 2.5 2.4 2.3 2.3 2.3 2.2 2.2 2.2 2.3 2.3 2.3 Time 15:15 23:45 0:15 9:25 20:35 12:10 11:35 15:45 10:30 10:25 21:55 18:40 0:15 9:15 11:05 11:35 12:45 10:00 13:25 21:20 19:10 10:25 11:40 10:20 19:10 19:25 20:40 10:55 18:15 10:20 17:25 Max. 4.1 6.1 6.1 4.7 4.5 4.5 4.1 4.0 3.9 3.7 4.4 6.2 6.9 4.3 4.1 3.7 3.6 3.6 3.4 3.3 3.3 3.2 3.1 3.3 3.1 3.1 3.0 3.1 3.2 3.2 3.3 Average 3.4 4.1 4.8 4.1 3.8 4.1 3.6 3.4 3.3 3.2 3.5 5.4 5.0 3.8 3.5 3.3 3.2 3.1 3.0 2.9 2.8 2.7 2.7 2.7 2.7 2.6 2.6 2.7 2.6 2.7 2.8 TUK_SS301291mp11VFINAL (feet/sec) Time Min. Time Max. Average 9:50 1.9 13:40 2.9 2.5 5:15 2.1 16:10 3.1 2.7 13:20 2.5 20:05 3.0 2.8 3:15 2.3 10:35 3.0 2.7 4:35 2.2 20:20 3.0 2.6 18:15 2.3 11:15 3.0 2.7 13:00 2.0 18:45 2.8 2.6 15:45 2.0 20:30 2.8 2.6 5:20 1.7 13:20 2.8 2.4 3:30 1.7 11:50 2.8 2.3 3:05 1.7 22:15 2.8 2.4 0:00 2.3 4:10 3.0 2.8 18:30 2.2 9:30 3.0 2.7 2:10 2.1 14:40 2.9 2.5 11:05 2.0 12:30 2.9 2.5 1:20 2.0 11:40 2.8 2.4 16:10 2.0 2:45 2.8 2.4 2:20 1.7 9:50 2.7 2.2 11:10 1.4 12:45 2.7 2.1 22:15 1.4 11:00 2.6 2.1 1:05 1.3 20:50 2.6 2.1 3:25 1.3 18:30 2.5 2.0 3:50 1.2 10:00 2.5 2.0 3:10 1.2 10:50 2.7 2.0 2:25 1.3 16:55 2.6 2.0 3:15 1.2 18:45 2.6 2.0 3:45 1.2 13:30 2.5 2.0 4:45 1.4 7:50 2.7 2.1 3:10 1.4 18:55 2.6 2.1 1:20 1.3 9:30 2.7 2.1 2:00 1.5 16:00 2.7 2.2 TUK_SS301291mp11QFINAL (MGD - Total MG) Time 8:50 5:15 22:55 23:30 4:35 22:10 23:10 3:55 5:20 3:30 3:05 0:00 23:20 23:40 2:25 5:35 0:55 2:20 3:20 3:15 1:05 3:40 3:50 3:10 2:25 3:15 3:45 4:45 3:05 0:45 3:25 Min. 0.216 0.207 0.333 0.282 0.243 0.279 0.232 0.215 0.178 0.150 0.131 0.294 0.311 0.254 0.212 0.187 0.179 0.137 0.123 0.113 0.097 0.085 0.076 0.077 0.079 0.073 0.070 0.083 0.093 0.083 0.099 Time 15:15 23:45 0:15 11:30 20:20 11:15 11:35 11:35 13:20 11:50 22:15 18:35 0:10 9:35 9:30 11:40 12:25 13:10 12:45 10:55 20:50 10:30 10:00 10:50 17:15 18:45 21:20 7:50 18:50 19:45 17:30 Max. 0.377 0.657 0.673 0.470 0.453 0.460 0.372 0.337 0.328 0.312 0.408 0.680 0.692 0.392 0.351 0.336 0.291 0.280 0.250 0.237 0.246 0.224 0.222 0.245 0.242 0.228 0.212 0.245 0.214 0.219 0.262 3.4 2.3 Average 0.274 0.377 0.471 0.372 0.330 0.370 0.307 0.275 0.249 0.220 0.266 0.548 0.491 0.315 0.286 0.252 0.235 0.210 0.185 0.177 0.171 0.162 0.151 0.159 0.157 0.148 0.152 0.162 0.153 0.158 0.178 0.257 Total 0.274 0.377 0.471 0.372 0.330 0.370 0.307 0.275 0.249 0.220 0.266 0.548 0.491 0.315 0.286 0.252 0.235 0.210 0.185 0.177 0.171 0.162 0.151 0.159 0.157 0.148 0.152 0.162 0.153 0.158 0.178 7.961 ADS Environmental Services Pipe Height: 10.00 Date 2/1/2021 2/2/2021 2/3/2021 2/4/2021 2/5/2021 2/6/2021 2/7/2021 2/8/2021 2/9/2021 2/10/2021 2/11/2021 2/12/2021 TUK_SS301291mp11DFINAL (inches) Time Min. Time Max. Average 1:20 2.5 22:45 4.1 3.2 3:45 3.4 15:50 4.6 4.0 23:55 3.2 8:35 4.3 3.7 23:35 3.0 14:05 3.8 3.3 22:55 2.8 18:15 3.6 3.1 3:10 2.6 15:45 3.5 3.0 6:30 2.5 14:30 3.4 2.9 2:00 2.6 10:00 3.7 2.9 2:30 2.5 9:05 3.4 2.8 3:40 2.4 20:25 3.1 2.7 2:00 2.3 20:05 3.1 2.6 4:20 2.3 7:15 2.7 2.4 TUK_SS301291mp11VFINAL (feet/sec) Time Min. Time Max. Average 3:00 1.8 23:10 2.9 2.5 6:10 2.4 16:20 3.0 2.8 3:15 2.1 12:05 2.9 2.6 21:50 2.1 14:00 2.8 2.4 18:15 1.8 15:45 2.8 2.4 2:15 1.9 10:55 2.7 2.3 4:20 1.5 10:50 2.8 2.2 0:25 1.6 10:05 2.8 2.1 23:45 1.4 9:55 2.5 2.1 3:25 1.2 11:00 2.6 2.1 2:00 1.2 8:10 2.6 2.0 1:35 1.3 8:00 2.4 1.8 TUK_SS301291mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 3:00 0.128 23:10 0.392 0.242 0.242 6:10 0.279 15:55 0.450 0.363 0.363 23:55 0.213 8:35 0.423 0.303 0.303 23:35 0.188 14:05 0.334 0.246 0.246 3:50 0.174 15:45 0.321 0.229 0.229 2:15 0.151 15:45 0.298 0.207 0.207 3:55 0.110 10:50 0.294 0.190 0.190 2:05 0.125 10:00 0.296 0.187 0.187 4:35 0.104 8:50 0.232 0.171 0.171 3:25 0.078 19:25 0.225 0.163 0.163 2:00 0.071 8:30 0.213 0.151 0.151 2:00 0.080 8:00 0.169 0.119 0.041 ReportAvg ReportTotal 3.1 2.3 0.220 2.494 ADS Environmental Services Pipe Height: 12.00 Date TUK_SS301441mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS301441mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS301441mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 11/12/2020 16:10 1.6 18:50 3.6 2.1 23:55 0.6 18:45 1.6 1.0 23:55 0.028 18:45 0.193 0.060 0.024 11/13/2020 4:20 1.3 8:00 4.0 2.1 3:55 0.5 14:00 1.7 0.9 4:20 0.016 14:00 0.239 0.057 0.057 11/14/2020 5:30 1.0 11:00 4.4 2.0 5:45 0.4 10:55 1.7 0.8 5:30 0.008 10:55 0.281 0.052 0.052 11/15/2020 5:00 1.2 3:00 4.4 2.1 4:55 0.4 2:55 1.7 0.9 5:00 0.012 2:55 0.285 0.054 0.054 11/16/2020 5:40 1.2 11:40 4.4 2.2 3:35 0.4 1:35 1.6 0.8 5:35 0.011 1:45 0.255 0.059 0.059 11/17/2020 3:55 1.2 22:30 4.4 2.2 3:55 0.4 22:20 1.7 0.9 3:55 0.009 22:25 0.262 0.060 0.060 11/18/2020 3:20 1.4 18:10 4.8 2.2 4:30 0.5 18:10 1.9 0.9 3:20 0.017 18:10 0.364 0.064 0.064 11/19/2020 4:35 1.3 18:05 4.7 2.1 4:40 0.5 18:05 1.9 0.9 4:40 0.016 18:05 0.345 0.062 0.062 11/20/2020 5:05 1.3 6:55 3.7 2.0 3:40 0.5 6:55 1.6 0.9 4:55 0.017 6:55 0.205 0.052 0.052 11/21/2020 3:45 1.1 0:55 4.2 1.9 4:55 0.5 0:50 1.8 0.8 4:55 0.011 0:55 0.275 0.047 0.047 11/22/2020 7:30 1.1 11:50 4.3 1.8 3:35 0.4 11:45 1.8 0.8 3:35 0.011 11:50 0.279 0.046 0.046 11/23/2020 4:55 1.1 14:15 4.2 2.0 5:10 0.4 14:20 1.7 0.9 5:10 0.010 14:20 0.274 0.053 0.053 11/24/2020 4:55 1.0 1:55 3.1 1.9 3:35 0.4 1:50 1.4 0.8 4:55 0.009 1:55 0.137 0.045 0.045 11/25/2020 3:45 0.9 17:00 4.4 1.9 3:50 0.4 16:55 1.8 0.9 3:40 0.008 16:55 0.293 0.052 0.052 11/26/2020 5:05 1.0 8:20 3.3 1.7 4:45 0.4 8:20 1.5 0.8 5:05 0.008 8:20 0.163 0.037 0.037 11/27/2020 5:50 1.0 13:50 4.5 1.7 5:15 0.3 13:50 1.9 0.8 5:15 0.007 13:50 0.319 0.041 0.041 11/28/2020 5:40 0.9 23:15 4.2 1.7 5:20 0.3 23:05 1.8 0.8 5:20 0.006 23:05 0.262 0.037 0.037 11/29/2020 5:05 1.0 12:35 3.6 1.6 5:40 0.4 12:35 1.4 0.7 5:40 0.007 12:35 0.181 0.032 0.032 11/30/2020 3:15 0.9 6:50 4.2 2.0 3:30 0.3 12:10 1.8 0.9 3:50 0.007 12:10 0.270 0.056 0.056 ReportAvg 2.0 0.9 0.050 ReportTotal 0.929 ADS Environmental Services Pipe Height: 12.00 Date TUK_SS301441mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS301441mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS301441mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 12/1/2020 4:15 1.2 7:20 4.1 2.0 3:30 0.5 7:10 1.7 0.9 4:15 0.013 7:20 0.253 0.053 0.053 12/2/2020 4:00 1.2 14:20 4.1 2.0 4:45 0.5 14:10 1.7 0.9 4:50 0.013 14:10 0.246 0.053 0.053 12/3/2020 4:50 1.0 18:00 4.3 1.9 6:15 0.3 17:50 1.7 0.9 5:00 0.009 18:00 0.270 0.047 0.047 1214/2020 3:20 1.2 10:25 3.7 1.9 3:20 0.5 10:20 1.3 0.8 3:20 0.012 10:20 0.171 0.046 0.046 12/5/2020 4:40 1.1 1:10 4.1 1.8 4:35 0.4 1:05 1.7 0.8 4:40 0.010 1:10 0.255 0.045 0.045 12/6/2020 4:30 1.2 13:55 4.2 1.8 4:05 0.4 13:45 1.7 0.8 4:05 0.011 13:50 0.261 0.040 0.040 12/7/2020 5:40 1.1 8:40 3.5 1.8 5:15 0.3 8:40 1.5 0.8 3:35 0.010 8:40 0.187 0.044 0.044 12/8/2020 3:00 1.2 17:40 4.2 2.1 2:35 0.4 17:40 1.8 0.9 2:30 0.011 17:40 0.283 0.059 0.059 12/9/2020 3:35 1.3 13:05 4.4 2.1 3:35 0.5 13:05 1.7 1.0 3:35 0.016 13:05 0.286 0.059 0.059 12/10/2020 3:15 1.4 6:35 4.1 2.0 3:50 0.5 6:35 1.7 0.9 3:50 0.015 6:35 0.264 0.056 0.056 12/11/2020 4:25 1.3 9:00 4.2 2.0 4:30 0.5 8:55 1.6 0.9 4:25 0.014 9:00 0.246 0.051 0.051 12/12/2020 4:55 1.2 2:05 4.0 1.9 5:05 0.5 2:00 1.6 0.9 4:10 0.015 2:05 0.220 0.046 0.046 12/13/2020 4:00 1.2 11:30 4.0 1.9 6:45 0.5 11:20 1.7 0.8 4:25 0.013 11:25 0.253 0.047 0.047 12/14/2020 3:55 1.3 21:55 4.2 2.0 4:55 0.5 21:45 1.9 0.9 4:55 0.016 21:50 0.268 0.052 0.052 12/15/2020 4:55 1.0 22:45 4.1 2.0 4:55 0.4 22:45 1.6 0.9 4:55 0.008 22:45 0.247 0.057 0.057 12/16/2020 3:25 1.4 18:30 4.2 2.2 3:20 0.5 9:05 1.7 0.9 3:20 0.018 18:30 0.253 0.063 0.063 12/17/2020 3:35 1.4 15:20 4.1 2.1 4:20 0.6 15:10 1.7 1.0 4:20 0.018 15:20 0.253 0.059 0.059 12/18/2020 3:35 1.4 17:05 4.4 2.1 3:25 0.5 17:00 1.8 1.0 3:25 0.017 17:05 0.295 0.061 0.061 12/19/2020 4:25 1.4 8:05 4.1 2.0 3:05 0.6 8:05 1.7 0.9 5:00 0.018 8:05 0.257 0.054 0.054 12/20/2020 4:35 1.4 0:25 4.1 2.0 5:25 0.6 0:20 2.0 0.9 4:30 0.021 0:20 0.287 0.055 0.055 12/21/2020 2:15 1.5 16:50 4.7 2.4 0:00 0.7 16:50 2.0 1.1 0:00 0.026 16:50 0.357 0.085 0.085 12/22/2020 5:45 1.9 8:10 4.2 2.3 3:05 0.8 8:05 1.9 1.0 4:25 0.040 8:10 0.294 0.072 0.072 12/23/2020 4:35 1.7 2:25 4.2 2.3 4:20 0.8 2:20 1.8 1.0 4:25 0.036 2:25 0.271 0.069 0.069 12/24/2020 6:05 1.5 15:05 4.0 2.0 5:10 0.7 15:00 1.7 0.9 5:10 0.027 15:05 0.240 0.053 0.053 12/25/2020 4:50 1.4 11:45 3.6 1.9 6:35 0.5 11:45 1.5 0.9 6:35 0.019 11:45 0.195 0.047 0.047 12/26/2020 4:35 1.5 8:30 4.1 2.0 5:40 0.6 8:25 1.8 0.9 3:45 0.024 8:25 0.261 0.056 0.056 12/27/2020 5:45 1.4 12:50 4.1 1.9 5:45 0.5 12:40 1.7 0.9 5:45 0.017 12:45 0.253 0.050 0.050 12/28/2020 4:55 1.4 13:00 3.9 2.0 4:50 0.6 13:00 1.6 0.9 4:50 0.019 13:00 0.227 0.053 0.053 12/29/2020 6:55 1.4 12:05 4.4 2.0 6:50 0.5 12:05 1.8 0.9 6:50 0.018 12:05 0.306 0.052 0.052 12/30/2020 3:30 1.5 10:35 4.4 2.2 3:25 0.6 10:30 1.9 1.0 3:25 0.022 10:30 0.309 0.066 0.066 12/31/2020 6:40 1.9 18:40 4.4 2.4 7:50 0.8 18:40 1.9 1.0 5:25 0.043 18:40 0.323 0.077 0.077 ReportAvg 2.0 0.9 0.056 ReportTotal 1.726 ADS Environmental Services Pipe Height: 12.00 Date 1/1/2021 1/2/2021 1/3/2021 1/4/2021 1/5/2021 1/6/2021 1/7/2021 1/8/2021 1/9/2021 1/10/2021 1/11/2021 1/12/2021 1/13/2021 1/14/2021 1/15/2021 1/16/2021 1/17/2021 1/18/2021 1/19/2021 1/20/2021 1 /21 /2021 1/22/2021 1/23/2021 1/24/2021 1/25/2021 1/26/2021 1/27/2021 1/28/2021 1/29/2021 1/30/2021 1/31/2021 ReportAvg ReportTotal TUK_SS301441mp11DFINAL (inches) Time Min. Time Max. Average 4:35 1.7 16:10 4.5 2.3 5:35 1.8 18:10 4.5 2.5 23:55 2.3 0:35 4.7 2.7 3:35 2.2 21:15 4.5 2.7 4:25 2.0 18:45 4.6 2.6 4:35 2.2 23:15 4.6 2.7 4:05 2.0 22:10 4.4 2.6 4:10 1.9 21:20 4.3 2.5 5:10 1.8 19:05 4.1 2.3 4:25 1.7 13:05 4.3 2.3 4:40 1.7 12:50 4.6 2.4 1:10 2.2 18:40 4.8 3.1 4:15 2.6 13:20 4.6 3.0 5:10 2.4 6:25 4.6 2.9 4:35 2.3 17:45 4.7 2.8 5:55 2.2 14:00 4.7 2.6 5:50 2.1 13:00 4.6 2.5 4:25 2.0 12:05 4.6 2.6 3:45 1.9 9:25 4.4 2.5 3:50 1.8 7:30 4.4 2.4 3:45 1.7 10:40 4.5 2.4 4:50 1.7 13:00 4.5 2.3 4:15 1.6 15:15 4.7 2.1 6:20 1.6 3:15 3.5 2.2 3:25 1.5 1:20 4.3 2.3 4:00 1.6 13:30 4.4 2.3 4:15 1.5 20:30 4.3 2.2 3:25 1.5 19:20 4.5 2.4 3:55 1.6 13:30 4.4 2.3 6:10 1.7 18:15 4.2 2.2 4:35 1.6 23:05 4.6 2.3 TUK_SS301441mp11VFINAL (feet/sec) Time Min. Time Max. Average 8:05 0.7 15:50 1.9 1.0 5:30 0.8 18:10 2.0 1.1 5:10 1.0 15:05 2.0 1.1 3:30 1.0 21:15 1.9 1.1 3:55 0.9 18:45 1.9 1.1 4:55 0.9 23:10 2.0 1.1 4:40 0.9 22:05 1.9 1.1 4:05 0.8 21:20 1.9 1.0 6:00 0.8 18:55 1.8 1.0 4:20 0.8 13:00 1.9 1.0 4:30 0.7 12:50 1.9 1.1 1:10 1.0 18:35 2.0 1.3 3:35 1.1 13:20 2.0 1.2 3:40 0.9 19:45 2.0 1.2 3:55 1.0 17:45 2.0 1.2 12:25 0.9 13:55 2.0 1.1 7:50 0.9 12:50 2.1 1.1 4:10 0.8 12:00 1.9 1.0 4:35 0.8 9:25 1.9 1.0 5:10 0.8 7:25 2.0 1.0 3:10 0.6 10:45 1.8 0.9 5:05 0.6 12:55 2.1 0.9 4:15 0.5 15:10 1.9 0.8 7:40 0.5 3:15 1.4 0.8 4:35 0.5 1:20 1.8 0.9 4:15 0.5 13:25 1.8 0.9 3:00 0.5 20:20 1.8 0.8 4:25 0.5 19:25 1.8 0.9 4:55 0.5 13:25 1.8 0.8 5:05 0.5 18:10 1.8 0.8 4:40 0.5 23:05 1.8 0.8 2.5 1.0 TUK_SS301441mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 4:25 0.035 16:10 0.317 0.074 0.074 5:30 0.038 18:10 0.352 0.093 0.093 5:10 0.068 0:35 0.353 0.101 0.101 3:35 0.058 21:15 0.319 0.099 0.099 4:20 0.049 18:45 0.334 0.092 0.092 4:35 0.063 23:10 0.349 0.099 0.099 4:00 0.050 22:05 0.314 0.088 0.088 4:05 0.041 21:20 0.314 0.079 0.079 5:10 0.039 18:55 0.280 0.073 0.073 4:20 0.035 13:00 0.305 0.069 0.069 4:30 0.032 12:50 0.345 0.082 0.082 1:10 0.062 18:40 0.387 0.133 0.133 4:15 0.085 13:20 0.344 0.120 0.120 3:40 0.070 6:25 0.339 0.116 0.116 3:55 0.066 17:45 0.358 0.106 0.106 5:10 0.061 13:55 0.365 0.092 0.092 7:55 0.054 12:55 0.360 0.084 0.084 4:25 0.047 12:00 0.341 0.085 0.085 3:25 0.042 9:25 0.314 0.079 0.079 3:55 0.038 7:25 0.314 0.075 0.075 3:30 0.028 10:45 0.308 0.069 0.069 4:50 0.025 13:00 0.343 0.066 0.066 4:15 0.020 15:15 0.346 0.054 0.054 7:40 0.023 3:15 0.179 0.050 0.050 3:25 0.019 1:20 0.289 0.066 0.066 4:15 0.018 13:30 0.297 0.062 0.062 3:00 0.019 20:30 0.288 0.057 0.057 4:40 0.019 19:20 0.317 0.064 0.064 4:00 0.020 13:30 0.293 0.061 0.061 5:05 0.022 18:10 0.273 0.052 0.052 4:40 0.020 23:05 0.324 0.057 0.057 0.081 2.497 ADS Environmental Services Pipe Height: 12.00 Date TUK_SS301441mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS301441mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS30144\mp1\QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 2/1/2021 2:15 2.0 19:30 4.6 2.5 2:15 0.6 19:30 1.8 0.9 2:15 0.035 19:30 0.321 0.075 0.075 2/2/2021 4:15 2.0 12:05 4.5 2.7 4:10 0.6 12:05 1.8 1.0 4:10 0.034 12:05 0.315 0.085 0.085 2/3/2021 3:55 2.1 7:15 4.5 2.6 23:55 0.8 7:15 1.8 1.0 3:55 0.047 7:15 0.316 0.081 0.081 2/4/2021 4:15 1.9 11:30 4.6 2.5 4:20 0.7 11:25 1.9 0.9 4:15 0.034 11:25 0.327 0.075 0.075 2/5/2021 4:00 2.0 13:10 4.3 2.4 3:00 0.7 13:10 1.7 0.9 3:00 0.036 13:10 0.277 0.071 0.071 2/6/2021 4:10 1.7 21:15 4.1 2.3 3:55 0.6 21:15 1.6 0.9 3:55 0.025 21:15 0.243 0.060 0.060 2/7/2021 5:45 1.7 17:10 4.0 2.3 5:45 0.5 16:45 1.6 0.8 5:45 0.022 17:10 0.221 0.056 0.056 2/8/2021 2:40 1.7 17:45 4.0 2.4 2:35 0.6 17:45 1.6 0.9 2:40 0.026 17:45 0.238 0.068 0.068 2/9/2021 3:45 1.7 16:30 3.2 2.3 4:00 0.5 16:00 1.3 0.9 4:00 0.024 16:00 0.136 0.065 0.065 2/10/2021 3:25 1.9 19:35 2.8 2.4 4:30 0.6 18:15 1.1 0.9 4:30 0.030 18:15 0.098 0.061 0.061 2/11/2021 5:30 1.6 13:00 3.0 2.4 4:45 0.5 15:40 1.2 0.9 5:30 0.023 13:25 0.111 0.064 0.064 2/12/2021 3:50 1.6 7:55 2.3 2.0 5:20 0.5 7:50 0.9 0.6 5:20 0.019 7:50 0.058 0.035 0.013 ReportAvg 2.4 0.9 0.068 ReportTotal 0.775 ADS Environmental Services Pipe Height: 36.50 Date TUK_SS303161mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS303161mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS303161mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 11/12/2020 14:20 3.4 21:45 6.5 4.4 14:10 1.5 21:05 2.6 2.0 14:10 0.354 21:45 1.478 0.642 0.314 11/13/2020 4:05 3.1 12:50 6.5 4.4 4:10 1.4 12:50 2.7 2.0 4:10 0.275 12:50 1.524 0.655 0.655 11/14/2020 5:40 2.7 18:20 6.6 4.2 2:35 1.1 18:20 2.8 1.9 2:35 0.172 18:20 1.621 0.609 0.609 11/15/2020 4:50 2.9 13:50 6.6 4.5 5:10 1.2 19:30 2.8 2.0 4:50 0.199 15:30 1.575 0.670 0.670 11/16/2020 5:05 2.8 14:05 7.0 4.4 3:55 1.1 14:05 2.9 2.0 3:55 0.199 14:05 1.833 0.686 0.686 11/17/2020 3:50 3.0 18:55 7.4 4.6 3:45 1.4 19:40 2.9 2.1 3:50 0.252 18:55 1.976 0.740 0.740 11/18/2020 3:35 3.1 15:10 7.2 4.8 3:30 1.4 18:30 2.9 2.2 3:35 0.276 15:10 1.860 0.829 0.829 11/19/2020 3:35 3.2 21:10 6.5 4.6 2:45 1.4 12:10 2.7 2.0 3:35 0.283 12:45 1.507 0.706 0.706 11/20/2020 4:10 3.0 17:50 6.3 4.2 5:20 1.3 17:50 2.7 1.9 5:20 0.244 17:50 1.447 0.615 0.615 11/21/2020 4:45 2.8 16:35 6.4 4.2 6:20 1.1 18:50 2.7 1.9 6:20 0.192 16:35 1.444 0.598 0.598 11/22/2020 4:30 2.8 12:05 6.7 4.3 3:00 1.2 12:05 2.8 1.9 4:30 0.200 12:05 1.620 0.607 0.607 11/23/2020 3:20 2.8 18:40 6.7 4.3 4:10 1.1 19:30 2.6 1.8 4:10 0.188 19:30 1.523 0.585 0.585 11/24/2020 4:10 2.8 16:20 6.3 4.2 3:10 1.1 15:35 2.7 1.8 4:05 0.182 15:35 1.442 0.566 0.566 11/25/2020 4:50 2.7 10:40 6.4 4.2 4:40 1.1 19:25 2.7 1.9 4:50 0.180 10:40 1.455 0.578 0.578 11/26/2020 4:50 2.7 14:35 6.6 4.2 4:50 1.2 12:15 2.7 1.9 4:50 0.181 14:35 1.534 0.593 0.593 11/27/2020 4:40 2.7 17:55 6.3 4.1 5:45 1.1 12:35 2.6 1.8 4:40 0.173 17:55 1.415 0.556 0.556 11/28/2020 3:55 2.6 14:15 6.5 4.1 3:45 1.0 16:05 2.7 1.8 3:50 0.165 14:15 1.481 0.546 0.546 11/29/2020 5:00 2.7 19:30 6.6 4.1 4:30 1.2 19:30 2.7 1.8 5:00 0.181 19:30 1.514 0.567 0.567 11/30/2020 3:30 2.7 17:20 6.3 4.3 3:20 1.1 18:10 2.6 1.9 3:20 0.178 18:10 1.393 0.617 0.617 ReportAvg 4.3 1.9 0.629 ReportTotal 11.64 ADS Environmental Services Pipe Height: 36.50 Date TUK_SS303161mp11DFINAL (inches) Time Min. Time Max. Average TUK_SS303161mp11VFINAL (feet/sec) Time Min. Time Max. Average TUK_SS303161mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 12/1/2020 4:15 2.8 17:20 6.5 4.2 4:15 1.1 20:05 2.7 1.8 4:15 0.179 17:20 1.445 0.555 0.555 12/2/2020 3:30 2.8 19:55 6.2 4.1 3:35 1.0 13:00 2.5 1.8 3:35 0.187 19:55 1.305 0.539 0.539 12/3/2020 3:25 2.8 20:15 5.9 4.0 3:20 1.1 19:20 2.6 1.8 4:25 0.176 19:20 1.268 0.532 0.532 1214/2020 5:15 2.5 17:55 6.2 3.9 4:10 0.9 18:50 2.7 1.8 4:10 0.144 18:50 1.382 0.516 0.516 12/5/2020 5:15 2.4 11:35 6.5 4.0 4:00 1.0 11:35 2.7 1.8 5:10 0.152 11:35 1.500 0.534 0.534 12/6/2020 5:30 2.5 15:05 6.2 3.9 3:15 0.9 18:10 2.7 1.8 3:20 0.127 18:10 1.405 0.528 0.528 12/7/2020 5:00 2.4 13:15 6.2 3.8 4:25 1.0 18:40 2.7 1.8 3:35 0.137 18:40 1.389 0.501 0.501 12/8/2020 4:25 2.6 20:45 7.0 4.3 4:00 1.0 20:45 2.9 1.8 4:20 0.147 20:45 1.771 0.604 0.604 12/9/2020 4:20 3.2 20:25 6.6 4.5 5:30 1.3 19:35 2.6 1.8 5:30 0.261 19:35 1.508 0.630 0.630 12/10/2020 4:45 3.0 18:30 6.3 4.3 3:00 1.1 18:30 2.5 1.8 4:40 0.203 18:30 1.343 0.575 0.575 12/11/2020 5:35 2.9 16:55 6.2 4.3 4:15 1.0 20:30 2.5 1.7 4:15 0.177 16:55 1.279 0.554 0.554 12/12/2020 6:00 2.7 13:25 6.5 4.3 4:15 0.9 13:20 2.6 1.7 4:15 0.154 13:25 1.444 0.557 0.557 12/13/2020 4:40 2.8 19:55 6.7 4.4 4:30 1.0 19:55 2.7 1.8 4:35 0.164 19:55 1.594 0.591 0.591 12/14/2020 2:55 3.1 16:50 6.5 4.4 4:10 1.1 19:35 2.5 1.7 4:10 0.208 19:35 1.373 0.574 0.574 12/15/2020 4:50 3.1 19:50 6.6 4.7 4:45 1.0 21:25 2.6 1.7 4:50 0.188 21:25 1.453 0.624 0.624 12/16/2020 5:10 3.4 15:15 7.2 5.0 1:55 1.0 15:15 2.7 1.8 1:55 0.235 15:15 1.727 0.738 0.738 12/17/2020 4:15 3.8 18:10 7.2 5.1 5:05 1.1 19:30 2.5 1.8 4:10 0.309 18:10 1.595 0.727 0.727 12/18/2020 3:25 3.6 20:30 6.9 5.0 3:30 1.2 14:25 2.5 1.7 3:30 0.291 14:25 1.489 0.679 0.679 12/19/2020 5:40 3.6 17:45 7.4 5.1 7:50 1.2 17:45 2.6 1.8 5:35 0.278 17:45 1.768 0.752 0.752 12/20/2020 4:50 3.8 13:15 7.1 5.2 8:50 1.2 18:10 2.5 1.8 4:50 0.325 13:15 1.584 0.754 0.754 12/21/2020 2:50 3.8 16:20 9.9 6.5 2:50 1.2 18:45 3.2 2.2 2:50 0.321 16:15 3.136 1.360 1.360 12/22/2020 23:35 5.0 1:05 8.1 6.5 23:10 1.7 0:25 2.8 2.4 23:10 0.668 1:45 2.114 1.345 1.345 12/23/2020 4:35 4.3 11:45 7.6 5.7 4:35 1.5 11:45 2.7 2.1 4:35 0.451 11:45 1.899 0.988 0.988 12/24/2020 3:55 4.1 11:15 7.2 5.4 3:50 1.3 11:10 2.6 1.9 3:55 0.369 14:00 1.646 0.853 0.853 12/25/2020 4:50 3.8 17:30 7.4 5.3 5:40 1.1 21:30 2.8 1.9 4:50 0.293 17:30 1.866 0.847 0.847 12/26/2020 5:20 3.7 13:50 7.4 5.2 5:15 1.4 10:55 2.7 2.0 5:15 0.336 13:50 1.781 0.854 0.854 12/27/2020 5:20 3.7 11:20 7.2 5.2 2:40 1.2 22:35 2.7 2.0 5:05 0.322 11:20 1.754 0.844 0.844 12/28/2020 3:50 3.7 17:20 6.9 5.1 3:00 1.1 11:20 2.6 1.9 3:00 0.278 17:20 1.541 0.780 0.780 12/29/2020 3:25 3.7 20:15 7.0 5.1 3:25 1.6 20:15 2.5 2.0 3:25 0.396 20:15 1.569 0.826 0.826 12/30/2020 3:15 4.1 10:25 8.0 6.0 3:15 1.7 10:25 2.8 2.3 3:15 0.491 10:25 2.141 1.159 1.159 12/31/2020 23:35 5.2 12:55 8.1 6.5 23:35 2.1 12:55 2.8 2.4 23:35 0.832 12:55 2.176 1.372 1.372 ReportAvg 4.9 1.9 0.751 ReportTotal 23.29 ADS Environmental Services Pipe Height: 36.50 Date 1/1/2021 1/2/2021 1/3/2021 1/4/2021 1/5/2021 1/6/2021 1/7/2021 1/8/2021 1/9/2021 1/10/2021 1/11/2021 1/12/2021 1/13/2021 1/14/2021 1/15/2021 1/16/2021 1/17/2021 1/18/2021 1/19/2021 1/20/2021 1 /21 /2021 1/22/2021 1/23/2021 1/24/2021 1/25/2021 1/26/2021 1/27/2021 1/28/2021 1/29/2021 1/30/2021 1/31/2021 ReportAvg ReportTotal TUK_SS303161mp11DFINAL (inches) Time Min. Time Max. Average 5:40 4.5 15:35 8.1 6.2 4:25 4.6 23:45 10.6 7.5 19:05 6.8 0:05 10.3 8.7 23:55 6.2 12:20 9.1 7.8 3:45 5.5 22:50 9.1 7.2 23:55 6.0 2:10 8.9 7.7 3:15 5.4 18:00 8.2 6.7 2:45 4.9 16:50 7.9 6.3 6:05 4.7 13:10 7.9 6.0 5:20 4.5 14:55 7.8 5.9 4:15 4.4 20:45 8.3 6.2 0:10 6.0 23:40 10.7 9.3 23:55 6.3 1:10 69.7 12.4 23:55 5.7 11:05 8.7 7.1 3:05 5.2 16:55 7.9 6.6 4:40 4.9 8:50 7.8 6.1 6:20 4.6 17:00 7.6 5.9 4:50 4.4 18:05 7.5 5.6 4:15 4.2 19:10 7.5 5.4 4:40 4.2 20:15 6.9 5.3 3:20 4.0 13:30 6.9 5.2 3:30 3.9 11:45 6.8 5.1 4:50 3.9 13:45 6.9 5.1 5:25 3.9 12:55 7.2 5.2 4:20 3.9 20:10 6.7 5.0 2:25 3.7 22:00 6.9 4.8 3:00 3.5 19:00 6.7 4.7 4:05 3.5 18:55 6.9 4.8 4:20 3.5 14:20 6.8 4.8 5:55 3.7 11:35 6.9 4.9 5:40 3.7 13:00 6.8 4.9 TUK_SS303161mp11VFINAL (feet/sec) Time Min. Time Max. Average 5:40 1.9 15:35 2.8 2.3 4:25 1.9 23:45 3.5 2.7 19:05 2.5 0:05 3.4 3.0 23:55 2.3 12:20 3.1 2.8 3:45 2.2 21:05 3.2 2.6 23:55 2.0 14:55 3.1 2.7 4:25 1.8 21:55 2.9 2.4 4:35 1.5 18:35 2.8 2.3 5:00 1.6 18:10 2.9 2.2 5:15 1.5 12:50 2.9 2.2 3:35 1.5 19:40 3.0 2.3 0:10 2.2 23:35 3.6 3.1 1:05 0.5 0:25 3.7 2.7 23:05 2.0 11:05 3.1 2.6 3:30 1.8 15:35 3.0 2.4 4:40 1.7 12:35 2.9 2.3 1:30 1.6 9:50 3.0 2.2 4:10 1.5 18:40 2.9 2.2 4:10 1.5 16:00 2.8 2.1 4:40 1.5 16:15 2.7 2.0 2:00 1.2 15:45 2.7 1.9 3:45 1.2 17:30 2.7 1.8 6:05 1.1 14:30 2.6 1.8 5:45 1.1 16:35 2.6 1.7 4:15 1.1 20:10 2.7 1.8 5:05 1.1 8:30 2.5 1.8 3:00 1.5 21:30 2.4 1.9 4:05 1.5 20:30 2.4 1.9 4:20 1.5 14:20 2.4 1.9 5:55 1.6 9:15 2.5 1.9 5:40 1.6 13:00 2.5 2.0 6.3 2.2 TUK_SS303161mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 5:40 0.617 15:35 2.158 1.241 1.241 4:25 0.628 23:45 3.899 1.947 1.947 19:05 1.508 0:05 3.666 2.569 2.569 23:55 1.230 12:20 2.766 2.025 2.025 3:45 0.954 22:50 2.836 1.743 1.743 23:55 1.009 1:00 2.623 1.951 1.951 3:15 0.791 18:00 2.231 1.441 1.441 4:35 0.573 18:35 2.086 1.233 1.233 6:05 0.544 18:10 2.061 1.135 1.135 5:15 0.512 14:55 2.023 1.078 1.078 3:35 0.481 20:45 2.366 1.244 1.244 0:10 1.108 23:35 4.038 2.919 2.919 23:55 1.233 0:25 4.366 2.641 2.641 23:05 0.947 11:05 2.655 1.665 1.665 3:05 0.772 15:35 2.211 1.411 1.411 4:40 0.642 12:35 2.087 1.209 1.209 6:20 0.567 9:50 2.036 1.114 1.114 4:10 0.494 18:05 1.960 1.011 1.011 4:15 0.459 19:10 1.924 0.918 0.918 4:40 0.436 20:15 1.636 0.857 0.857 3:20 0.365 13:30 1.604 0.791 0.791 4:45 0.328 17:30 1.583 0.752 0.752 6:05 0.303 17:45 1.537 0.734 0.734 5:45 0.301 16:35 1.626 0.730 0.730 4:20 0.295 20:10 1.569 0.699 0.699 2:25 0.281 22:00 1.427 0.679 0.679 3:00 0.351 21:30 1.338 0.679 0.679 4:05 0.342 8:05 1.393 0.720 0.720 4:20 0.335 14:20 1.421 0.698 0.698 5:55 0.379 9:15 1.412 0.721 0.721 5:40 0.384 13:00 1.510 0.764 0.764 1.268 39.32 ADS Environmental Services Pipe Height: 36.50 Date 2/1/2021 2/2/2021 2/3/2021 2/4/2021 2/5/2021 2/6/2021 2/7/2021 2/8/2021 2/9/2021 2/10/2021 2/11/2021 TUK_SS303161mp11DFINAL (inches) Time Min. Time Max. Average 3:40 3.9 23:10 7.4 5.5 5:10 4.4 16:25 8.3 6.4 23:55 4.7 13:20 7.6 6.1 3:35 4.3 21:55 7.6 5.6 3:50 4.1 12:45 7.4 5.4 3:30 3.9 11:25 7.6 5.3 4:55 3.8 13:50 7.5 5.2 3:10 3.7 9:40 7.2 5.0 3:30 3.7 18:55 7.1 4.9 4:20 3.5 21:55 7.2 4.8 4:55 3.6 4:00 5.9 4.3 TUK_SS303161mp11VFINAL (feet/sec) Time Min. Time Max. Average 3:40 1.7 23:10 2.7 2.1 5:10 1.8 16:25 2.9 2.4 23:55 1.9 13:20 2.7 2.3 3:35 1.8 21:55 2.7 2.2 3:50 1.7 12:45 2.6 2.1 3:30 1.6 11:25 2.7 2.1 4:55 1.6 13:50 2.7 2.0 3:10 1.6 9:40 2.6 2.0 3:30 1.6 18:55 2.6 2.0 4:20 1.5 21:55 2.6 1.9 4:55 1.5 4:00 2.3 1.8 TUK_SS303161mp11QFINAL (MGD - Total MG) Time Min. Time Max. Average Total 3:40 0.443 23:10 1.790 0.958 0.958 5:10 0.581 16:25 2.318 1.319 1.319 23:55 0.650 13:20 1.920 1.201 1.201 3:35 0.538 21:55 1.907 1.005 1.005 3:50 0.494 12:45 1.766 0.904 0.904 3:30 0.432 11:25 1.906 0.882 0.882 4:55 0.417 13:50 1.817 0.839 0.839 3:10 0.393 9:40 1.707 0.782 0.782 3:30 0.397 18:55 1.643 0.753 0.753 4:20 0.354 21:55 1.672 0.703 0.703 4:55 0.357 4:00 1.105 0.552 0.186 ReportAvg ReportTotal 5.4 2.1 0.922 9.537 APPENDICES DECEMBER 2024 / FINAL / CAROLLO APPENDIXE FLOW MONITORING BASINS DIURNAL PATTERNS CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE Basin 1— MH SS 01318 1.40 1.20 1.00 0.80 a 0.60 0.40 0.20 0.00 0 0.60 0.50 -a 0.40 f 0.30 LL 0.20 0.10 0.00 0 4 8 12 16 20 24 4 Hour -Weekday -Weekend 8 12 16 20 24 Hour Weekday -Weekend Basin 1— MH SS 01318 3.00 2.50 2.00 4- 1.50 U 0 > 1.00 0.50 0.00 5.00 4.50 4.00 V) 3.50 t 3.00 U 2.50 > 2.00 J 1.50 1.00 0.50 0.00 0 4 8 12 Hour 16 20 24 0 4 8 12 16 20 24 Hour - Weekday - Weekend - Weekday - Weekend Basin 2 — MH SS 00789 1.40 1.20 1.00 v 0.80 a 0.60 0.40 0.20 0.00 4 8 12 Hour —Weekend —Weekday 16 20 24 0.06 0.05 7-3 0.04 on E 0.03 0.02 0.01 0.00 0 4 8 12 16 20 24 Hour Weekday —Weekend Basin 2 — MH SS 00789 0.90 0.80 0.70 Z 0.60 4t ›, 0.50 u 0.40 0 0.30 0.20 0.10 0.00 3.00 2.50 v 2.00 t U 1.50 v ai)i 1.00 J 0.50 0.00 0 0 4 8 12 Hour -Weekday -Weekend 16 20 24 4 8 12 16 20 24 Hour -Weekday -Weekend Basin 3 — MH SS 01989 1.60 1.40 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0 0.12 0.10 0.08 - 0.06 LL 0.04 0.02 0.00 0 4 4 8 12 16 20 24 Hour -Weekday -Weekend 8 12 16 20 24 Hour -Weekday -Weekend Basin 3 — MH SS 01989 1.40 1.20 -- 1.00 0.80 0 0.60 0.20 0.00 0 4 8 12 16 20 24 Hour -Weekday -Weekend 3.00 2.50 ((f) 2.00 t U .E 1.50 v 0) 1.00 0.50 0.00 0 4 8 12 16 20 24 Hour -Weekday Weekend Basin 4— MH SS 01105 1.40 1.20 1.00 a 0.80 a 0.60 0.40 0.20 0.00 0 4 8 12 16 20 24 Hour -Weekday Weekend 0.30 0.25 0.20 0.15 0 u- 0.10 0.05 0.00 0 4 8 12 16 20 24 Hour Weekday -Weekend Basin 4— MH SS 01105 1.40 1.20 1.00 ▪ 0.80 0.60 > 0.40 0.20 0.00 0 4 8 12 16 20 24 Hour - Weekday -Weekend 6.00 5.00 a' 4.00 t U 3.00 v v 2.00 1.00 0.00 0 4 8 12 16 20 24 Hour - Weekday -Weekend Basin 5 — MH SS 30129 on E 0 1.40 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0.20 0.18 0.16 0.14 0.12 0.10 0.08 0.06 0.04 0.02 0.00 0 0 4 4 8 12 16 20 24 Hour -Weekday -Weekend 8 12 16 20 24 Hour Weekday -Weekend Basin 5 — MH SS 30129 2.50 2.00 Tti 1.50 0.50 0.00 0 4 8 12 16 20 24 3.50 3.00 2.50 1.50 1.00 0.50 0.00 Hour -Weekday -Weekend • 0 4 8 12 16 20 24 Hour -Weekday -Weekend Basin 6 — MH SS 30144 c v 2.00 1.80 1.60 1.40 1.20 1.00 0.80 0.60 0.40 0.20 0.00 0.10 0.09 0.08 • 0.07 0.06 0.05 o 0.04 0.03 0.02 0.01 0.00 0 4 12 Hour - Weekday -Weekend 16 20 24 0 4 8 12 16 20 24 Hour - Weekday -Weekend Basin 6 — MH SS 30144 1.20 1.00 0.80 0.60 U 0 v 0.40 0.20 0.00 3.00 2.50 as 2.00 U 1.50 a v 1.00 J 0.50 0.00 0 0 4 8 12 16 20 24 4 Hour -Weekday -Weekend 8 12 16 20 24 Hour -Weekday -Weekend Basin 7 — MH SS 30316 1.60 1.40 1.20 c 1.00 • 0.80 • 0.60 0.40 0.20 0.00 0 4 8 12 16 20 24 Hour - Weekday -Weekend 1 0.9 0.8 • 0.7 0.6 0.5 o 0.4 - 0.3 0.2 0.1 0 0 4 8 12 16 20 24 Hour - Weekday -Weekend Basin 7 — MH SS 30316 2.50 2.00 1.50 0 1.00 v 0.50 0.00 6.00 5.00 a) 4.00 U 3.00 v v 2.00 J 1.00 0.00 0 0 4 4 8 12 16 20 24 Hour -Weekday -Weekend 8 12 16 20 24 Hour -Weekday -Weekend APPENDICES DECEMBER 2024 / FINAL / CAROLLO APPENDIX F FLOW FACTORS DEVELOPM ENT CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE Table 1 - Existing Land Use Acreage By Flow Monitoring Basin Land Use Category Flow Monitoring Basins - acres Unmetered Total 1 2 3 4 5 6 7 Low Density Residential 124 0 0 0 39 47 3 35 315 Medium Density Residential(3) 12 0 0 0 10 2 0 0 12 High Density Residential 41 0 0 0 30 1 9 1 25 Office 13 0 0 0 12 0 0 0 15 Residential Commercial Center 0 0 0 0 0 0 0 0 2 Mixed Use Office 8 8 0 0 0 0 0 0 0 Light Industrial 0 0 0 0 0 0 0 0 28 Heavy Industrial 109 109 0 0 0 0 0 0 506 Commercial Light Industrial 106 74 0 0 0 0 30 1 177 Regional Commercial Mixed Use 38 0 0 0 2 5 30 0 17 Tukwila Urban Center 394 303 54 30 6 0 0 0 227 Tukwila Valley South(4) 55 55 0 0 0 0 0 0 0 Public Recreation Overlay(5) 12 0 0 0 12 0 0 0 141 Vacant 166 29 3 27 25 8 20 54 80 Open Space 341 329 9 0 0 0 0 3 88 Railroad 13 2 1 11 0 0 0 0 44 No Zoning 534 286 10 20 105 14 34 65 577 Total (acres) 1,967 1,195 76 89 244 77 126 159 2,253 Notes: (1) Data source: GIS data provided by the City. (2) Acreage excludes right-of-ways. (3) Acreage associated with large user, Canyon Estates, removed from total acreage in basin 4. (4) Acreage associated with large users removed from acreage totals (Shasta Beverages in basin 1 and Hilton Hotels in basin 3). (5) Public Recreation Overlay acreage in basin 4 encompasses Thorndyke Elementary School. Table 2 - Existing Flow Factors (gpd/acre) Land Use Category Flow Monitoring Basins - gpd/acre Total 1 2 3 4 5 6 7 Low Density Residential 1,830 0 0 0 1,000 2,580 1,000 1,750 Medium Density Residential 2,100 0 0 0 2,000 2,850 0 0 High Density Residential 2,640 0 0 0 2,500 3,800 3,000 0 Office 1,000 0 0 0 1,000 0 0 0 Residential Commercial Center111 1,230 0 0 0 0 0 0 0 Mixed Use Office 1,500 1,500 0 0 0 0 0 0 Light Industrial(2) 520 0 0 0 0 0 0 0 Heavy Industrial 750 750 0 0 0 0 0 0 Commercial Light Industrial 520 500 0 0 0 0 600 0 Regional Commercial Mixed Use 1,230 0 0 0 1,500 3,000 900 0 Tukwila Urban Center 860 800 680 1,740 1,200 0 0 0 Tukwila Valley South 200 200 0 0 0 0 0 0 Public Recreation Overlay(3) 500 0 0 0 500 0 0 0 Vacant 0 0 0 0 0 0 0 0 Open Space 0 0 0 0 0 0 0 0 Railroad 0 0 0 0 0 0 0 0 No Zoning 0 0 0 0 0 0 0 0 Notes: (1) Flow factor set equal to flow factor determined for regional commercial mixed use. (2) Flow factor set equal to commercial light industrial land use. (3) Flow factor for area associated with Thorndyke Elementary School in basin 4 assigned a flow factor of 500 gpd/acre based on the number of students and typical values of wastewater generation per student. Table 3 - ADWF by Land Use Classification (gpd) Land Use Category Flow Monitoring Basins - gpd Total 1 2 3 4 5 6 7 Low Density Residential 223,511 0 0 0 39,336 120,605 2,796 60,773 Medium Density Residential 25,296 0 0 0 20,914 4,382 0 0 High Density Residential111 88,493 0 0 0 75,666 3,542 9,285 0 Office 12,135 0 0 0 12,135 0 0 0 Residential Commercial Center 0 0 0 0 0 0 0 0 Mixed Use Office 12,687 12,687 0 0 0 0 0 0 Light Industrial 0 0 0 0 0 0 0 0 Heavy Industrial 81,638 81,638 0 0 0 0 0 0 Commercial Light Industrial 54,864 36,952 0 0 0 0 17,912 0 Regional Commercial Mixed Use 46,984 0 0 0 3,493 16,394 27,097 0 Tukwila Urban Center 339,682 242,790 36,475 52,991 7,427 0 0 0 Tukwila Valley South 11,085 11,085 0 0 0 0 0 0 Public Recreation Overlay 6,240 0 0 0 6,240 0 0 0 Vacant 0 0 0 0 0 0 0 0 Open Space 0 0 0 0 0 0 0 0 Railroad 0 0 0 0 0 0 0 0 No Zoning 0 0 0 0 0 0 0 0 Measured ADWF (mgd)121 0.97 0.42 0.04 0.07 0.19 0.15 0.06 0.06 Measured Minus Large Consumers 0.91 0.39 0.04 0.05 0.17 0.15 0.06 0.06 Total ADWF (mgd) 0.91 0.39 0.04 0.05 0.17 0.15 0.06 0.06 Difference (%) 44% 1.3% 0.7% 0.1% 0.0% 0.6% 0.0% 91.2% Notes: (1) Flow factor for high density residential land use in basin 6 set to 33 percent of overall flow factor of 3,000 gpd/acre to account for parcels with apartment complexes that have large areas of open space. (2) Measured ADWF for basin 7 set equal to estimated ADWF determined using weighted flow factors for basins 1- 6. Measured ADWF for entire basin equal to 0.69 mgd. Remaining flow assumed to come from SPU system. APPENDICES DECEMBER 2024 / FINAL / CAROLLO APPENDIX INTERLOCAL AGREEMENTS CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CITY OF TUKWILA KING COUNTY AMENDMENT TO AGREEMENT FOR SEWAGE DISPOSAL THIS AGREEMENT made as of the day of '7-o59 , 2007 between the City of Tukwila, a municipal corporation of the State of Washington (hereinafter referred to as "the City") and King County, a political subdivision of the State of Washington (hereinafter referred to as "the County"), WITNESSETH. WHEREAS, the City and the County have entered into a long term agreement for sewage disposal dated October 1, 1966 as amended and previously extended (hereinafter referred to as the "Basic Agreement") and the County has proposed certain changes to, and a second extension of, the Basic Agreement; and WHEREAS, the extension of the Basic Agreement will ensure that the County is able to obtain the most favorable bond financing terms for necessary improvements to the region's wastewater treatment system and will therefore ensure the lowest possible sewer rates and sewage treatment capacity charges for the system's ratepayers, and WHEREAS, the City concurs that said proposed changes and extension are in the best interest of the parties and the citizens of the Metropolitan Area, NOW, THEREFORE, IT IS HEREBY AGREED AS FOLLOWS Section 1. Amendment of Basic Agreement —Section 5.3. Section 5.3 of the Basic Agreement is hereby amended by adding the following new subparagraph d) "d) An additional charge may be made to recover unforeseen costs to operate and maintain the metropolitan sewerage system or meet debt requirements if the county executive declares and the county council by a supermajority vote (two thirds of members) finds that an emergency exists and the system cannot be adequately maintained, and debt requirements or debt d w 4, f ; U ,'1 S policies met, without such additional charge The additional charge shall then be effective no earlier than the first day of the fourth month following the emergency declaration described in this subparagraph 3 d) and shall be billed and collected in the same manner as the monthly rate referenced in subparagraph 3.c) The additional charge described in this paragraph 3 d) may be incorporated into the next rate setting cycle but will otherwise terminate within twelve months of the date approved. The additional charge described in this subparagraph 3.d) shall not be made until and unless it also conforms to the sewage disposal agreements with all remaining Participants." Section 2 Amendment of Basic Agreement —Section 5.4 Section 5 4 of the Basic Agreement is hereby amended to read as follows. "4 The County shall impose a charge or charges (hereinafter the capacity charge) directly on the future customers of a Participant for purposes of paying for capacity in Metropolitan Sewerage Facilities. The proceeds of the capacity charge shall be used only for capital expenditures or defeasance of outstanding revenue bonds pnor to maturity The capacity charge shall be set at a level to ensure that, in combination with the monthly sewer rate described in subsection 3 above, 95% of the costs incurred to provide the wastewater conveyance, treatment and biosolids capacity to serve new customers are recovered from new customers. The City shall, at the County's request, provide such information regarding new Residential Customers and Residential Customer Equivalents as may be reasonable and appropriate for purposes of implementing the capacity charge " Section 3. Amendment of the Basic Agreement —New Section 18 A new Section 18 is added to the Basic Agreement as follows. "Section 18. Future Amendments. The City agrees to amend and hereby concurs in any amendment to this agreement which incorporates any changes in the terms for sewage disposal and payment therefor as may be proposed by the County and agreed to by those Participants that shall represent, in total, not less than 90% of the residential customers and residential customer equivalents then served by the Metropolitan Sewerage System and 90% of the Participants." Section 4. Amendment of Basic Agreements with other Participants. If the Basic Agreements with any other Participants are amended or otherwise modified to include terms, conditions, or provisions not included in this amendment, the City shall have the option of incorporating said terms, conditions or provisions into its Basic Agreement. The County shall then expedite and approve any amendments to the Basic Agreement as may be necessary and appropriate for such purpose Section 5. Extension of Basic Agreement. The Agreement for Sewage Disposal between the City of Tukwila and King County dated October 1, 1966, as amended, is hereby extended for a penod of twenty years and shall continue in full force and effect until July 1, 2056 The agreement dated October 1, 1966, as subsequently amended and extended shall constitute the entire Agreement for Sewage Disposal between the parties IN WITNESS WHEREOF, the parties have executed this agreement as of the day and year first written above, said agreement to be effective upon execution. City of Tukwila King County BeinAal& 6INVVVa:C\--- By /-dif at-P/41(4:7:i 5—/g/i Title Attest: QK-1,1/e/4/&(1 olo07 ` Title e cra f--614 p f d > rvQ / P� 4c-c�5 G ti ory City of Tukwila Washington Resolution No. /c5 wZ A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF TUKWILA, WASHINGTON, AUTHORIZING THE MAYOR TO SIGN AN AGREEMENT FOR TRANSFER OF WATER SYSTEM FACILITIES AND CUSTOMERS FROM THE CITY OF SEATTLE TO THE CITY OF TUKWILA. WHEREAS, Seattle has been providing water service to certain areas outside its corporate boundary, including the areas generally known as and referred to herein as Ryan Hill, East Marginal Way South, and Oxbow areas; and WHEREAS, Seattle has provided such water service under the terms and conditions of King County Franchise No. 617, a twenty-five year franchise which expired on May 5, 1994; and WHEREAS, King County Franchise No. 617 specifically identifies Tukwila's authority to assume water system facilities and responsibility for service subsequent to annexation of these areas into the City of Tukwila; and WHEREAS, the Ryan Hill, East Marginal Way South and Oxbow areas have been annexed to Tukwila and Tukwila has become the legal provider of government services; and WHEREAS, it is in the best interest of the property owners lying within the Ryan Hill, East Marginal Way South, and Oxbow areas, and the City of Tukwila, for Tukwila to be the provider of water service, as this will facilitate uniform administration of public service to its residents, streamline various permit processes and government services, and provide for comprehensive planning; and WHEREAS, in accordance with RCW 35.22.280, Tukwila has the right to provide water service to areas lying within Tukwila and desires to do so; and WHEREAS, the City of Tukwila is in the process of providing the necessary infrastructure to service the new customers through a $4,000,000 Bond Issue; NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF TUKWILA, WASHINGTON, HEREBY RESOLVES AS FOLLOWS: Section 1. The Mayor of Tukwila is hereby authorized to sign an interlocal agreement with the City of Seattle upon approval by the City of Seattle to allow the transfer of assets and customers to the City of Tukwila. See Attachment A. PASSED BY THE CITY COiyNCIL OF THE CITY OF TUKWILA, WASHINGTON, at a regular meeting thereof this / s day ofr��,1994. Steve Mullet, Council President ATTEST / AUTHENTICATED: APPROVED AS TO FORM: By: t < it 1e C z.__ Office of the City Attorney Filed with the City Clerk: 7--V- y_ Passed by the City Council: eq.-7— % 41' Resolution Number / Attachment A 2/24/95 AGREEMENT FOR TRANSFER OF WATER SYSTEM FACILITIES AND CUSTOMERS FROM THE CITY OF SEATTLE TO THE CITY OF TUKWILA tetter THIS AGREEMENT made this 7( `/ day ofli' `� , 1995, between THE CITY OF SEATTLE, a municipality hereinafter referred to as "Seattle", and THE CITY OF TUKWILA, a municipality hereinafter referred to as "Tukwila", WHEREAS, Seattle and Tukwila are municipal corporations organized under Title 35 RCW (Cities & Towns) of the laws of the State of Washington; and, WHEREAS, Seattle has been providing water service to certain areas outside its corporate boundary, including the areas generally known as and referred to herein as Ryan Hill, East Mar- ginal Way South, and Oxbow areas; and, WHEREAS, Seattle has provided such water service under the terms and conditions of King County Franchise No. 617; and, WHEREAS, King County Franchise No. 617 specifically identifies Tukwila's authority to assume water system facilities and responsibility for service subsequent to annexation of these areas into the City of Tukwila; and, WHEREAS, the Ryan Hill, East Marginal Way South and Oxbow areas have been annexed to Tukwila and Tukwila has become authorized to provide government and water utility services; and, WHEREAS, Tukwila has the right to provide water service to areas lying within Tukwila and desires to do so; and, WHEREAS, Municipal Corporations are given the power to contract for cooperative ser- vices under of the laws of the State of Washington; and, NOW, THEREFORE, in consideration of the mutual benefits and covenants contained here- in, THE CITY OF SEATTLE and THE CITY OF TUKWILA hereby agree to the following: Section 1. Assumption of Responsibility. Tukwila hereby assumes by this agreement, all rights and the responsibility to provide water service to those areas generally known as Ryan Hill, East Marginal Way South and Oxbow area, which are specifically described by legal description and depicted by map in Exhibit A (Transfer Area Maps). System improvements indicated on Exhibit A are conceptual only and may not depict the actual improvements to be constructed in order to provide adequate service to the transfer areas. Additionally, Tukwila assumes ultimate service responsibility to all customers lying within these areas but as described in Section 5, may not directly provide such service to all customers immediately. Known customers at the time of this agreement are identified in Exhibit B (Customer Transfer List). Subject to Section 5 of this agreement, Seattle agrees to transfer all customers in the area shown in Exhibit A, and Tukwila agrees to all responsibility therefore. Responsibility for service includes all municipal responsibili- ties for providing domestic water service and fire protection, including distributing reclaimed water, in accordance with policies and practices of the Tukwila Water Utility as required by State Law, including the collection of bills, assessments and other charges. Tukwila assumes these responsibilities at no cost to Seattle. Section 2. Existing Citv Boundaries. This agreement does not alter the legal boundaries of either Seattle or Tukwila in any way and merely provides a contract for the transfer of facilities and future service responsibilities to certain customers as indicated on Exhibits A and B. Section 3. Wholesale Water Supmly Adjustment for Transferred Customers. Seattle agrees to sell water to Tukwila as a wholesale customer as set forth in the existing Seattle Purveyor Con- tract with Tukwila dated April 8, 1982. In accordance with the Purveyor Rate Structure portion of the Water Purveyor Contract between the City of Seattle and Tukwila, Tukwila shall be granted an "Old Water Allowance". The annual amount of the Old Water Allowance is 71,697,600 cubic feet, distributed by month as follows: Month Allowance (cubic feet) January 5,777,800 February 5,862,900 March 5,556,500 April 5,752,500 May 5,596,700 June 5,970,500 July 6,777,100 August 7,556,900 September 6,893,500 October 5,870,200 November 5,835,700 December 6,051,800 After one year of billings by Tukwila, Seattle Water Department and Tukwila staff's will meet and review the one year consumption data. If the old water allowance set forth herein is determined to be low, based on one year of increased readings resulting from the use of new meters or missed meters (not shown on Exhibit B), then the old water allowance will be increased accordingly. This adjustment will only occur if a monthly usage is 50,000 cubic feet or more than that listed in this agreement. However, in no case shall the allowance for these transferred cus- tomers be greater than their average consumption measured from January 1, 1979 through De- cember 31, 1982. Section 4. East Marginal Wav Area. Tukwila will construct at its expense a new eighteen inch (18") distribution main along East Marginal Way South and provide service to all customers within the transfer area which are currently served by Seattle's existing facilities in this area. Existing Seattle services and distribution mains, exclusive of the Seattle transmission main in East Marginal Way South, as further defined in Section 8 and Exhibits B and C of this Agreement, will be transferred to Tukwila and reconnected to the new Tukwila water main along East Marginal Way South. Tukwila agrees to negotiate a franchise agreement with Seattle for continued opera- tion of Seattle's existing water main along East Marginal Way South as a transmission line. Tukwila further agrees to connect the new distribution main to Seattle's existing system at a point near 7755 East Marginal Way South in order to provide a back-up transmission intertie. Tukwila agrees to pay all costs associated with construction and maintenance of this interconnection. Any repair, maintenance or rehabilitation work by Seattle on the existing main in East Marginal Way South in Tukwila will only be allowed in accordance with the terms of a Tukwila street use permit or franchise. Open cutting of East Marginal Way South will not be allowed for a period of five years following Tukwila's completion of street improvements in the area. Both parties agree to mutual review and comment on any proposed water system facilities which provide intercon- nection of the two water systems and to mutual use of each other's facilities in the area insofar as such use is in accordance with the terms of said franchise agreement. Both parties agree that, to facilitate the construction of the new distribution main with minimum disruption of service, it may be prudent to switch some services from Seattle's existing main to Tukwila's new main prior to the transfer date. Such customers would continue to be considered Seattle's customers until the the transfer date provided herein despite being served via Tukwila's new main. Tukwila will not charge Seattle any "wheeling" charge for using Tukwila's new line in this manner during the construction period, nor thereafter as a back-up transmission intertie. Any water used by Seattle will be metered and adjusted against water metered into the Tukwila system. There will be no demand charge imposed by Seattle on Tukwila for any water Seattle draws from the Tukwila sys- tem. Section 5. Rvan Hill Area Service Provisions. In the Ryan Hill area, it is not feasible initial- ly to transfer all services lying inside the City of Tukwila to Tukwila, nor all services inside the City of Seattle to Seattle facilities. Therefore it is agreed that until additional facilities for each munici- pality are constructed, and additional individual service transfers are agreed upon, the following will occur. A. The premises listed below lying inside the City of Seattle will be provided water service by Tukwila. Seattle shall continue to bill such premises at its rates and, in compensation to Tukwila for providing such service, shall remit such proceeds minus any reasonable charge for collection to Tukwila on an annual basis. Tukwila shall maintain the watermains and facilities needed to pro- vide such service. 10404 M.L. King Jr. Way S. 4460 So. Ryan Way 11333 51 st Avenue S. 11321 51 st Avenue S. 5015 So. 113th St. (Avon) Others as may be later discovered. B. The premises listed below lying inside the City of Tukwila will continue to be served and billed by Seattle. Seattle shall maintain the watermains and facilities needed to provide such service. 10205 51 st Avenue S. 10225 51 st Avenue S. 10307 51 st Avenue S. Others as may be later discovered. C. Fire hydrants in the Ryan Hill area may be used by either municipality for emergency use. All hydrants located on Tukwila water mains will be maintained by Tukwila, and all hydrants located on Seattle water mains will be maintained by Seattle. Section 6. Rvan Hill New Facilities. Certain new facilities are required to improve sub- standard facilities in the Ryan Hill Area. Seattle will grant Tukwila permission at no cost for the construction of the new facilities along Beacon Avenue South inside Tukwila. Tukwila agrees to assume responsibility for the design and construction of all required facilities and to pay all re- maining costs for system improvements within the Ryan Hill Area. Section 7. Oxbow Area. Service to the Oxbow area will be provided by Tukwila through a master meter connected to the existing 20-inch Seattle main along West Marginal Way and 27th Avenue South. Seattle agrees to transfer all services and mains, exclusive of the 20-inch main to Tukwila and to allow future connections to this facility. Tukwila agrees to negotiate a franchise with Seattle for the future operation of water system facilities along West Marginal Way and 27th Avenue South. Tukwila at its cost will provide the master meter for Seattle billing purposes at the time of the transfer of services. Section 8. Transfer of Assets. Under this agreement, Seattle conveys ownership, use and PAGE operation of all properties, facilities and services listed in Exhibit C (Facility Transfer List), and any facilities unknown but within the subject area, including all Seattle water line facilities and appur- tenances (except Seattle's transmission main facilities and other facilities specifically defined herein) within the area outlined in Exhibit A, to Tukwila. Seattle hereby certifies and warrants that there are no liens or indebtedness associated with any of the assets and facilities conveyed through this agreement and agrees to provide free and clear title to all such facilities. All such facilities transferred to Tukwila will be assumed in an "as is" condition. Section 8a. Transfer of Transmission Main. If Seattle decides to transfer all or any part of it transmission main along East Marginal Way South within 5 years of the signing of this agree- ment, Tukwila agrees to accept the main (or any part designated by Seattle) in an "as is" condi- tion and agrees to accept all responsibility for the transferred main after the date of the transfer, provided that Seattle must notify Tukwila of its decision within 5 years of the signing of this agreement. The date of transfer will be 30 days after Seattle notifies Tukwila of a decision to transfer. Section 9. Rates and Fees. Upon transfer of Seattle service connections to Tukwila, service customers transferred under this agreement will be charged rates and fees for provision of water service in accordance with Tukwila's rate ordinances, provided that no transfer of service customers will occur prior to January 1, 1996. Tukwila's rates shall be effective at the time of transfer as specified in Section 16 of this agreement. Section 10. Documents, Information and Access to be Furnished by Seattle. Seattle shall provide legible copies of all books, records, documents, and other information relating to the operation and maintenance of the facilities identified for transfer (Exhibit C). This includes all information relating to the consumption history of the service connections designated for transfer in Exhibit B including, but not limited to (as available from Seattle or in existence): a) all mainte- nance and flow records; b) all records, manuals and information relating to the transmis- sion/distribution system including pipe, meters and appurtenances thereto, and location of the distribution system; c) meter and consumption records associated with the services being trans- ferred; and, d) asbuilts, design drawings and other maps. Section 11. Customer Notification. Tukwila will be responsible for all notification of I customers affected by this agreement and shall at least 30 days but not more than 90 days prior to actual customer transfer, inform each transferred customer of Tukwila's usual rates and fees to be charged for the provision of water service and the date which the transfer is to become effec- tive. Section 12. No Warranty of Transferred Facilities and Indemnification. Seattle makes no warranty with respect to the condition of the facilities being transferred to Tukwila. Tukwila shall indemnify and defend Seattle against all costs, claims, or liability arising out of any damages or losses that are alleged to occur in connection with such facilities after the date of the transfer. Section 12a. Collection of Outstanding Bills. Tukwila and Seattle agree to a transfer of billing responsibilities at the time of transfer of services as specified in Section 16 of this agree- ment. Tukwila further agrees to assist Seattle insofar as possible in the collection of any cus- tomer billings which have occurred prior to the billing cut-off dates established. This shall include billing for metered water service charges and outstanding water main assessments. Section 13. Costs of Transfer. Seattle and Tukwila shall pay their respective costs for gathering information, preparing documentation, and preparing this agreement, including staff, legal and consultant costs. In consideration of the terms of this agreement, Tukwila agrees to pay Seattle $200,000. Payment of this amount is due on the transfer date established per Section 16. Section 14. Entire Agreement. This agreement constitutes the entire agreement between the two parties hereto with respect to the transfer or other transaction contemplated herein and shall not be modified or amended in any way except in writing and signing by all parties hereto. Section 15. Further Action. Seattle and Tukwila mutually agree to execute all other instruments and documents as may be required by either party in order to consummate the as- sumption contemplated herein and shall use their best efforts to accomplish this transfer in accor- dance with the provisions of this agreement. Section 16, Effective Date of Agreement and Transfer Date. This agreement shall be in full force and effect upon signature by both parties. The transfer of responsibilities, customers, facili- ties and payments described in this agreement, and the first billing date from Tukwila to the trans- ferred customers, shall be on the first day of a calendar quarter following notice given by Tukwila to Seattle at least 90 days prior. The transfer date for water service shall coincide with the trans- fer date for wastewater service responsibility contained in a separate agreement. The transfer shall not occur until Tukwila has completed its East Marginal Way Watermain Project and is able to begin water service from the new watermain to the transferred customers in the East Marginal Way area, and Tukwila has made the payment to Seattle pursuant to Section 13. In no event shall the transfer occur before January 1, 1996. by I OF SEATTL, J • Norman B. Rice, M ATTEST/AUTHENTICATED: by CITY OF TUKWILA %ti, 47k - z y y' W. Rants, Mayor ATTEST/AUTHENTICATED: . 2-9/9 Jane E. Cantu, City Clerk APPROVED AS TO FORM: OFFICE OF TH CITY ATTORNEY 0E OF THE CITY ATTORNEY PAGE LIST OF EXHIBITS EXHIBIT A TRANSFER AREA MAP AND LEGAL DESCRIPTIONS EXHIBIT B CUSTOMER TRANSFER LIST EXHIBIT C FACILITIES TRANSFER LIST EXHIBIT A LEGAL DESCRIPTION FOR TRANSFER OF SERVICE FROM SEATTLE TO TUKWILA All of those portions of Sections 28, 32 and 33 in Township 24 North, Range 4 East, W.M., and all of those portions of Sections 3, 4, 5, 9 and 10 in Township 23 North, Range 4 East, W.M., in King County, Washington generally described as follows: BEGINNING at the intersection of the East margin of East Marginal Way South with the North line of Section 33, Township 24 North, Range 4 East, W.M.; Thence along said North line which is also the Seattle City Limit Line S 89°17'40" E 868.00 feet more or less, to the centerline of the filled riverbed of the Duwamish River; Thence following Southerly and Easterly along this curving centerline of said filled riverbed, which is also the Seattle City Limit Line, a distance of approximately 3,400.00 feet to the North line of the Southeast quarter of Section 33, Township 24 North, Range 4 East, W.M.; Thence along said Sub Division Line which is also the Seattle City Limit Line S 88°32'07" E 1,895.00 feet more or less to the Westerly margin of Airport Way South; Thence Southerly along said Westerly margin of Airport Way South 2040 feet more or less to the East line of said Section 33; Thence Southerly along said East line which is also the Seattle City Limit Line and continuing Southerly 3125 feet more or less along said Seattle City Limit Line and the East line of Section 4, Township 23 North, Range 4 East, W.M. to the Southeast corner of the Northeast quarter of said Section 4; Thence East along the North line of the South half of Section 3, Township 23 North, Range 4 East, W.M. 3235 feet more or less to the Easterly boundary of Primary State Highway No. 2 now known as State Route 900 (Empire Way South/Martin Luther King Jr. Way South); Thence South along said Easterly boundary 620.00 feet more or less to the Northerly margin of South 107th Street (Also known as S. Ryan Way); Thence in a Southeasterly and Easterly direction along said Northerly margin 750 feet more or less to the East Line of the Northwest quarter of the Southeast quarter of Section 3, Township 23 North, Range 4 East, W.M.; Thence North along the East line of .said subdivision 940.00 feet, more or less, to the North line of said subdivision, also known as the North line of the Southeast quarter of said Section 3; Thence East along said North line 1320 feet more or less to the Westerly margin of 51 st Avenue South; Thence South along said Westerly margin of 51 st Avenue South 2530 feet more or less to the centerline of South 1 12th Street, being the North line of Section 10, Township 23 North, Range 4 East, W.M. being 30 feet more or less West of the Northeast corner of said Section 10; Thence running West along the North line of said Section 10, approximately 4730 feet more or less to the West line of East Marginal Way South; Thence South along said West line 850 feet more or less to the thread of the Duwamish River; 1 EXHIBIT A Thence Westerly and Northerly along said thread 2815 feet more or less to the line common to Sections 4 and 9 Township 23 North, Range 4 East, W.M.; Thence N 89°18'51" W along said common line 455 feet more or Tess to the Westerly limited access line of Primary State Highway No.1 (S.R.99); Thence Northerly and Northwesterly along said Westerly line and its northwesterly extension thereof across said Section 4 and Section 5, Township 23 North, Range 4 East, W.M., 6915 feet more or less to the North line of said Section 5; Thence easterly along said North line of said Section 5 and continuing along the North line of said Section 4, 2015 feet more or Tess to the thread of the Duwamish Waterway also being the existing Tukwila City Limit Line (Tukwila Ordinance 1503 and 1515); Thence Northerly along said thread of the Duwamish River, and waterway, 4915 feet more or less to the Southwesterly extension of the Easterly margin of 16th Avenue South in the Northeast quarter of Section 32, Township 24 North, Range 4 East, W.M.; Thence Northerly along said Easterly margin 1695 feet more or less to an intersection with the Westerly line of East Marginal Way South; Thence Southeasterly along said Westerly line 1 170 feet more or Tess to the North line of Section 33, Township 24 North, Range 4 East, W.M. (Also being the existing Tukwila City Limit Line); Thence S 89°17'40" E along said North line 225 feet more or Tess to the POINT OF BEGINNING. Lori/013 2 EXHIBIT A TUKWILA CITY LIMITS PROPOSED IMPROVEMENTS REQUIRED FOR TRANSFER OTHER FACILITIES - SEATTLE FACILITIES TO BE TRANSFERED TO TUKWILA BOUNDARY OF TRANSFER AREA CEDAR RIVER TRANSMISSION LINES 1,2 d 3 1 I I INTERCONNECT TO TUKWILA SYSTEM RELOCATE AND UPSIZE WHOLESALE METER CITY OF TUKWILA CITY OF SEATTLE TRANSFER AREA Penhallegon Associates Consulting Engineers, Inc. Page 3 EXHIBIT B CUSTOMER TRANSFER LIST EAST MARGINAL WAY SOUTH WATER METERS Customer Name Service Address SWD Acct. Number Joe Carrossino 11269 E Marginal Wy S 1666490 RJ & Magda Torghele 11245 E Marginal Wy S 1668740 Yellow Freight Systems 11231 E Marginal Wy S 1666520 Yellow Freight Systems 11231 E Marginal Wy S 1666530 Yellow Freight Systems • 11231 E Marginal Wy S 1666520 Ingsol-Rand/SPE/E A Halberg `11224 E Marginal Wy S 1752020 Ingsol-Rand/SPE/E A Halberg 11224 E Marginal Wy S 1752030 Val Vue Sewer District 11200.5 E Marginal Wy S 1665310 Farwest Taxi 11180 E Marginal Wy S 1666510 Sea Tac Ford Truck Sales 11065 E Marginal Wy S 1666540 Seattle Police Athletic Assoc. 11026 E Marginal Wy S 1752050 Seattle Police Athletic Assoc. 11026 E Marginal Wy S 1752060 Ben-Ko-Matic/McConkey Dev 11022 E Marginal Wy S 1752040 Bernard Imports/McConkey Dev 11020 E Marginal Wy S 1752080 BJ Enterprises/McConkey Dev 11004 E Marginal Wy S 1752090 Truck Trailer Sales/Robblee IN 11001 E Marginal Wy S 1666560 Seattle Police Athletic Assoc. 11000 E Marginal Wy S 1752070 Tuxedo Cafe/McConkey Dev 10990 E Marginal Wy S 1666550 Evergreen Food/Rainier Prop. 10849 E Marginal Wy S 1668250 Evergreen Food/Rainier Prop. 10849 E Marginal Wy S 1752120 Janco-United/McConkey Dev 10850 E Marginal Wy S 1753520 Janco-United/McConkey Dev 10850 E Marginal Wy S 1753530 Eastem Electric 10831 E Marginal Wy S 1752140 Eastem Electric 10831 E Marginal Wy S 1752130 Paul Nicewonger 10825 E Marginal Wy S 1668840 Mrs. T W Traverso 10819 E Marginal Wy S 1666590 Marie Medica 10802 E Marginal Wy S 1666580 Val Vue Sewer District 10710.5 E Marginal Wy S 1665300 Checker Towing 10800 E Marginal Wy S 1666600 Skagen Marine 10615 E Marginal Wy S 1667160 Associated Grocers 10450 E Marginal Wy S 1666610 Annex Tavem/Robert Massa 10327 E Marginal Wy S 1667150 Femando's Rest./E. Schuehle 10315 E Marginal Wy S 1752720 Strick Leasing/John Roach 10301 E Marginal Wy S 1667140 Factoria Auto Sales/S C Haapla 10300 E Marginal Wy S 1752220 NW Auto Wrecking 10228 E Marginal Wy S 1666630 Credit Union of the Pacific 10208 E Marginal Wy S 1666640 Associated Grocers 10056 E Marginal Wy S 1666650 Anna Josie 10035 E Marginal Wy S 1667120 Randy's Restaurant/Rilu Inc. 10016 E Marginal Wy S 1724960 Boeing Military Airplane 10001 E Marginal Wy S 1752710 Boeing Aerospace/Electro 10000 E Marginal Wy S 1752230 Boeing Aerospace/Electro 10000 E Marginal Wy S 1752240 Page 1 EXHIBIT-B CUSTOMER TRANSFER LIST EAST MARGINAL WAY SOUTH WATER METERS Customer Name Service Address SWD Acct. Number Associated Grocers 3301 S Norfolk St 1724970 Metro 9960 E Marginal Wy S 1666660 Boeing Aerospace/Electro 9800 E Marginal Wy S 1752250 Boeing Aerospace/Electro 9800 E Marginal Wy S 1752260 Boeing Military Airplane 9797 E Marginal Wy S 1752700 Boeing Military Airplane 9797 E Marginal Wy S 1752690 Boeing Military Airplane 2630 S 98th St 1752670 Boeing Military Airplane 2401 S 98th St 1752680 Boeing Military Airplane 9417 E Marginal Wy S 1752660 Boeing Military Airplane 9417 E Marginal Wy S 1752650 Boeing Military Airplane 9407 E Marginal Wy S 1753760 Museum of Flight Foundation 9404 E Marginal Wy S 1753490 Boeing Military Airplane 9403 E Marginal Wy S 1752630 Boeing Military Airplane 9335 E Marginal Wy S 1752610 Boeing Military Airplane 9265 E Marginal Wy S 1752600 King County Airport 9230 E Marginal Wy S 1753480 Rhone Poulenc 9229 E Marginal Wy S 1752570 9100 Company 9120 E Marginal Wy S 1752300 King County Airport 9100 E Marginal Wy S 1752310 Kenworth Truck Co. 9021 E Marginal Wy S 1752540 Kenworth Truck Co. 9021 E Marginal Wy S 1752530 Boeing Military Airplane 8701 E Marginal Wy S 1752520 Boeing Military Airplane 8701 E Marginal Wy S 1752510 Boeing Military Airplane 8620 E Marginal Wy S 1752320 King County Airport 8600 E Marginal Wy S 1752330 King County Airport 8600 E Marginal Wy S 1752330 Boeing Military Airplane 8541 E Marginal Wy S 1752490 Boeing Military Airplane 8531 E Marginal Wy S 1752500 E M Jorgensen Forge Co. 8531 E Marginal Wy S 1752470 E M Jorgensen Forge Co. 8531 E Marginal-Wy S 1752460 E M Jorgensen Forge Co. 8531 E Marginal Wy S 1752480 E M Jorgensen Forge Co. 8501 E Marginal Wy S 1752540-5 Boeing Commercial Airplane 8443 E Marginal Wy S 1752440 Boeing Commercial Airplane 8421 E Marginal Wy S 1752430 Boeing Commercial Airplane 8235 E Marginal Wy S 1752420 Boeing Commercial Airplane 8233 E Marginal Wy S 1752410 Boeing Commercial Airplane 7985 E Marginal Wy S 1752400 Boeing Commercial Airplane 7939 E Marginal Wy S 1724790 Boeing Commercial Airplane 7901 E Marginal Wy S 1724740 Boeing Commercial Airplane 7900 E Marginal Wy S 1724810 Boeing Commercial Airplane 7900 E Marginal Wy S 1724800 Boeing Commercial Airplane 7815 E Marginal Wy S 1724760 Boeing Commercial Airplane 7815 E Marginal Wy S 1724780 Boeing Commercial Airplane 7815 E Marginal Wy S 1724770 Page 2 EXHIBIT B CUSTOMER TRANSFER LIST EAST MARGINAL WAY SOUTH WATER METERS Customer Name Service Address SWD Acct. Number Boeing Headquarters 7801 E Marginal Wy S 1724730 Boeing Commercial Airplane 7755 E Marginal Wy S 1724720 Boeing Cafeteria 7755 E Marginal Wy S 1820447 Holiday Inns Operations 11244 Pacific Hwy S 1752000 Ace Electric 11234 Pacific Hwy S 1752010' - Peerless Corporation 11210 Pacific Hwy S 1667180 Peerless Corporation 11210 Pacific Hwy S 1667190 Boeing Commercial Airplane 11201 Pacific Hwy S 1753610 Boeing Commercial Airplane 11201 Pacific Hwy S 1753610 Val Vue Sewer District 11063.5 Pacific Hwy S 1665320 George Brazil Services 11061-65 Pacific Hwy S 1665530 Six Robblee's/Robblee Inv. Co. 11010 Pacific Hwy S 1666570 Archie Carrossino 10835 Pacific Hwy S 1752730 A B Speed 10831 Pacific Hwy S 1752740 Suburban Propane 10823 Pacific Hwy S 1667170 Page 3 EXHIBIT B CUSTOMER TRANSFER LIST RYAN HILL WATER METERS Customer Name Service Address SWD Acct. Number Lindal Corp. Park 12886 Interurban 663290 Lindal Corp. Park Peoples Bank 10401 Empire Way S. 687490 Public Storage 10404 Empire Way S. 74040 WA State Highway Dept. 10451 Empire Way S. 687480 Seagull USA, Inc. 4453 S. 107th St. 1750780 ' Lindal Homes 4300 S. 104th St. 1748650 Beacon Homes, Inc. 11121 51st Ave. S. 1748850 Shirley L Bumpus 10428 47th Ave. S. 668790 Creston Water District 10610 47th Ave. S. 1748870 Lindal Corp. Park 10401 Empire Way S. 687500 Lindal Cedar Homes 4300 S. 104th PI 1748640 Terrance Johnson 4700 S. 104th PI 1821341 Terrance Johnson 4714 S. 104th PI 1821342 Terrance Johnson 4715 S. 104th PI 1821343 Terrance Johnson 4724 S. 104th PI 1821344 Terrance Johnson 4725 S. 104th PI 1821345 Effie Rivers 10834 48th Ave. S. 1748860 Thomas Tobubu 10806 48th Ave. S. 668640 Robert Neese 10831 47th Ave. S. 668660 Allen Schubert 10830 47th Ave. S. 668650 Romilio Osses 10739 47th Ave. S. 668630 E. J. Washington 10617 47th Ave. S. 668750 Paul S Ducken 10602 47th Ave. S. • 668780 Kay Hawley 10408 47th Ave. S. 668840 Customer 10406 47th Ave. S. 668830 Pac. Sunset Properties 5001 S Avon St. 820030 Rainier View Comm. Club 10915 51st Ave. S. 668530 Sampson Epps 10905 51st Ave. S. 668540 Harry E. Miller 10901 51st Ave. S. 668550 Ray Babula 10405 51st Ave. S. 668690 Ray Babula 10401 51st Ave. S. 668760 Clifton Wyatt(Owner) 10349 51st Ave. S. 668870 Roosevelt Hubbard 10335 51st Ave. S. 668890 Dorothy Glen 10333 51st Ave. S. 668900 Edgar & Gary Borbe 10327 51st Ave. S. 668920 MF Degrate 10321 51st Ave. S. 668930 Willie & Janice McGee 10313 51st Ave. S. 668940 Arthur C. Vannoy 10307 51st Ave. S 668960 Mr. & Mrs Albert Hirsch 10225 51st Ave. S. 687960 Customer 10223 51st Ave. S. 669050 James Giri 10217 51st Ave. S. 669040 Neil E. White 10205 51st Ave. S. 669030 Lorenzo Nuezca 10821 Beacon Ave. S. 668590 Page 4 EXHIBIT B CUSTOMER TRANSFER LIST RYAN HILL WATER METERS Customer Name Service Address SWD Acct. Number G. Gegantenio 10421 Beacon Ave. S. 668720 J. Michael & D. Held 10397 Beacon Ave. S. 668850 Jack Eng 10358 Beacon Ave. S. 687720 Dawn Eliason 10357 Beacon Ave. S. 668860 Cheryl Montgomery 10349 Beacon Ave. S. 668880 Paul & Toni McNicholas 10341 Beacon Ave. S. 668910 Delores E. Boycan 10308 Beacon Ave. S. 668950 Nobuyoshi Hamasaki 10235 Beacon Ave. S. 687250 Eugene Bailey 10231 Beacon Ave. S. 669000 Joe Y. Yabu 10229 Beacon Ave. S. 668970 James Cook 10224 Beacon Ave. S. 668980 William Arrigoni 10220 Beacon Ave. S. 668990 Owner 10216 Beacon Ave. S. 669010 Rudolph Beyersdorf 10212 Beacon Ave. S. 669020 Ryan Way Congregation 10201 Beacon Ave. S. 669060 Draper Machinery Co. 5009 S. 112th St. 668490 Joyce H. Harris 5001 S. 112th St. 668440 Paul D. Neuss 4917 S. 112th St. 668480 Dollie Collins 4916 S. 112th St. 668470 Jane C. Gese 4820 S. Fountain St. 668510 David R. Potter 5016 S. 109th St. 668620 Mrs. Clyde Hinkle 5012 S. 109th St. 668600 Hamoop/Judy Singh 5008 S. 109th St. 668610 Paul Garrett 4908 S. 109th St. 668560 Jeanette Bertles 11125 50th Ave. S. 668500 Harvey & Andrea Drake Jr. 11121 50th Ave. S. 668430 Harold Licht 11115 50th Ave. S. 668450 Russell Arwine 10912 50th Ave. S. 668570 Russell & Millie Arwine 10904 50th Ave. S. 668580 Daniel C. Chaney 11108 49th Ave. S. 687090 Owner 10932 49th Ave. S. 668520 Lee Clayson 10908 49th Ave. S. 668670 Glen A. Eagleson 10904 49th Ave. S. 668680 David S. Chu 10710 49th Ave. S. 668810 H. G. Thomson 4925 S. 107th St. 668740 Roy Bishop 4921 S. 107th St. 668700 Deborah McMeyer 4905 S. 107th St. 668730 David H. Wood 4926 S. 107th St. 668800 James Miller 4900 S. 107th St. 668820 Wilson E. Moore 4920 S. 107th St. 668770 John Ravenhill 4910 S. 107th St. 687710 Donavon Thuerk 4735 S. 107th St. 668710 Page 5 EXHIBIT B CUSTOMER TRANSFER LIST OXBOW WATER METERS Customer Name Service Address SWD Acct. Number Thomas Kent 10054 W Marginal PI S 1668790 Constructors Pamco 10161 W Marginal PI S 1753570 Boeing Defense & Space Group 10500 W Marginal PI S 1753580 Boeing Defense & Space Group 10620 W Marginal Way S 1753590 Boeing Defense & Space Group 10640 W Marginal Way S 1753600' Robert Pontius 11202 W Marginal Way S 1667250 Ray Wilson 11004 27th Ave S 1667300 Sabey Corporation 11008 27th Ave S 1667290 Metro 11019 27th Ave S 1667210 Jim Crouse 11024 27th Ave S 1667280 King County Parks 11028 27th Ave S 1667270 Robert Pontius 11036 27th Ave S 1667260 -Page 6 EXHIBIT C Facilities Transferred to Tukwila FACILITY SIZE TYPE Water Main 8' Water Main 8' Water Main 2' Water Main 8' Water Main 4' Water Main 4' Water Main 8' Water Main 12' Water Main 12' Water Main 2' Water Main 12' Water Main 12' Water Main 4' Water Main 2' Water Main 12' Water Main 12' Water Main 8' 3 Hydrants 6' Pressure Valve 6' Water Main 12' Gate Valve 12' Cast Iron Ductile Iron Galvinized Iron Cast Iron Cast Iron Ductile Iron Cast Iron Ductile Iron Galvinized Iron Galvinized Iron Ductile Iron Ductile Iron Cast Iron Galvinized Iron Ductile iron Cast Iron Cast Iron HYD PRV Cast Iron GV MAP LOCATION 305.4 S 112 TH / 51st AVE 305.4 S Hazel/ 47th AVE S & 48TH AVE S 305.4 S 107TH/ Beacon AVE S 305.4 47 TH AVE S/ S 107TH to S HAZEL ST 305.4 Beacon AVE S/S 104TH ST to S Creston 305.4 S 104 TH PL/ 47TH AVE S 305.4 47TH AVE S/ S Victor to s 107TH 305.4 S 107 TH /MLK to 47TH S 305.4 MLK / S Victor to S 107TH 305.4 Beacon AVE S/ S 107 TH 305.4 S 104 TH PL/ MLK 304.4 HWY 99/ E. Marginal to S 112 TH 304.4 HWY 99/ E. Marginal to S 112 TH 304.4 HWY 99/ E. Marginal to S 112 TH 304.4 HWY 99/ S 112 TH 304.4 HWY 99/ S 112 TH 304.4 HWY 99/ S 112 TH 304.4 HWY 99/ S 112 TH 304.4 HWY 99/ S 112 TH 315.1 E Marginal/ S 112 TH 315.1 E Marginal/ S 112 TH TOTAL VALUE CODE VALUE 4816 $994 882627 $16,951 458 $6 6079 $4,844 1460 $178 882611 $5,047 6097 $14,893 5475 $10,598 5664 $8,254 SWD $27 90942-75 $7,646 880101 $85,908 1147 $154 1147 La. 6019 $24,897 6019 La. 6019 i.a. 6019 i.a. 6019 i.a. 3764 $991 3764 La. $181.387 'La." = Value is included in the amount listed above. Attachment B 2/1 //9D AGREEMENT FOR TRANSFER OF WASTEWATER RESPONSIBILITIES, FACILITIES AND CUSTOMERS AND STORMWATER DRAINAGE FACILITIES FROM THE CITY OF SEATTLE TO THE CITY OF TUKWILA THIS AGREEMENT made thi day oOettek— 1995, between THE CITY OF SEATTLE, a municipality hereinafter referred to as "Seattle", and THE CITY OF TUKWILA, a municipality hereinafter referred to as "Tukwila", WHEREAS, Seattle and Tukwila are municipal corporations organized under Title 35 RCW (Cities & Towns) of the laws of the State of Washington; and, WHEREAS, Seattle has been providing wastewater service to certain areas outside its corporate boundary, including the areas generally known as and referred to herein as Ryan Hill and East Marginal Way; and, WHEREAS, in 1989 the Ryan Hill and East Marginal Way areas were annexed to Tukwila; and, WHEREAS, Tukwila has the right to provide wastewater service to areas lying within Tukwila and desires to do so; and, WHEREAS, it is in the best interest of the utility customers within the Ryan Hill and East Marginal Way areas for Tukwila to be the provider of wastewater service as this will facilitate uniform administration of public service to its residents, streamline various permit processes and government services, and provide for comprehensive planning; and, WHEREAS, Seattle has constructed the Empire Way South Sanitary Sewer Interceptor facility, herinafter referred to as the "Interceptor", in affiliation with King County to provide wastewater service in a portion of southeast Seattle and in unincorporated King County, a portion of which is now in Tukwila; and, WHEREAS, it is mutually beneficial to both parties to define the responsibilities of each party for the operation, maintenance, cost sharing of maintenance and operation for shared facilities, and the future construction of local collection sewers tributary to said Interceptor; and, WHEREAS, Seattle and Tukwila have collaborated to develop Seattle's Norfolk Drainage Project to build new stormwater drainage facilities in Seattle and Tukwila which will improve the handling of stormwater in a drainage basin that includes portions of both cities; and WHEREAS, municipal corporations are given the power to contract for cooperative services under the laws of the State of Washington; NOW, THEREFORE, in consideration of the mutual benefits and covenants contained herein, THE CITY OF SEATTLE and THE CITY OF TUKWILA hereby agree to the following: 1 Attachment B 2/17/95 AGREEMENT FOR TRANSFER OF WASTEWATER RESPONSIBILITIES, FACILITIES AND CUSTOMERS AND STORMWATER DRAINAGE FACILITIES FROM THE CITY OF SEATTLE TO THE CITY OF TUKWILA THIS AGREEMENT made thi day of 1995, between THE CITY OF SEATTLE, a municipality hereinafter referred to as "Seattle", and THE CITY OF TUKWILA, a municipality hereinafter referred to as "Tukwila", WHEREAS, Seattle and Tukwila are municipal corporations organized under Title 35 RCW (Cities & Towns) of the laws of the State of Washington; and, WHEREAS, Seattle has been providing wastewater service to certain areas outside its corporate boundary, including the areas generally known as and referred to herein as Ryan Hill and East Marginal Way; and, WHEREAS, in 1989 the Ryan Hill and East Marginal Way areas were annexed to Tukwila; and, WHEREAS, Tukwila has the right to provide wastewater service to areas lying within Tukwila and desires to do so; and, WHEREAS, it is in the best interest of the utility customers within the Ryan Hill and East Marginal Way areas for Tukwila to be the provider of wastewater service as this will facilitate uniform administration of public service to its residents, streamline various permit processes and government services, and provide for comprehensive planning; and, WHEREAS, Seattle has constructed the Empire Way South Sanitary Sewer Interceptor facility, herinafter referred to as the "Interceptor", in affiliation with King County to provide wastewater service in a portion of southeast Seattle and in unincorporated King County, a portion of which is now in Tukwila; and, WHEREAS, it is mutually beneficial to both parties to define the responsibilities of each party for the operation, maintenance, cost sharing of maintenance and operation for shared facilities, and the future construction of local collection sewers tributary to said Interceptor; and, WHEREAS, Seattle and Tukwila have collaborated to develop Seattle's Norfolk Drainage Project to build new stormwater drainage facilities in Seattle and Tukwila which will improve the handling of stormwater in a drainage basin that includes portions of both cities; and WHEREAS, municipal corporations are given the power to contract for cooperative services under the laws of the State of Washington; NOW, THEREFORE, in consideration of the mutual benefits and covenants contained herein, THE CITY OF SEATTLE and THE CITY OF TUKWILA hereby agree to the following: Section 1. Transfer of Responsibilities. Seattle agrees to transfer, and Tukwila agrees to accept, all rights and responsibilities to provide wastewater service for the areas generally known as Ryan Hill and East Marginal Way, which are depicted by map on Exhibits A and B, and associated sewer facilities listed on Exhibit C, under the terms and conditions of this agreement. Known Seattle wastewater customers to be transferred to Tukwila under this agreement are listed on Exhibit D. Responsibilities transferred from Seattle to Tukwila includes all municipal responsibilities for providing wastewater services required by State law, in accordance with the policies and practices of the Tukwila Sewer Utility, including but not limited to: collection of bills, assessments and other charges; the planning, construction, maintenance and repair of sanitary sewers; collection and conveyance of sewage and other wastewater to the Metro system; regulation of connections to public sewers; and other usual responsibilities of municipal wastewater utilities, except treatment. Tukwila assumes these responsibilities and facilities at no cost to Seattle. Section 2. Existing City Boundaries. This agreement does not alter the legal boundaries of either Seattle or Tukwila in any way and merely provides a contract for the transfer of certain wastewater facilities, cost sharing on shared facilities, and future wastewater service responsibilities as contained herein. Section 3. Wastewater Treatment Charges and Responsibilities. For the wastewater service areas and customers transferred under this agreement, Tukwila agrees to assume Seattle's responsibilities and rights under the Agreement for Sewage Disposal between Seattle and the Municipality of Metropolitan Seattle (now King County/Metro), dated January 26, 1961, and subsequent amendments. Effective on the date of transfer under Section 14, Tukwila and Seattle shall adjust their sewage disposal payments to King County/Metro to reflect the transfer of customers. Quarterly reports of customer counts and volumes submitted to King County/Metro that are the basis for payments made on and after the transfer date shall be adjusted accordingly by Tukwila and Seattle. Tukwila will also assume responsibility for the high -strength industrial surcharge on any transferred customers, new connection reporting, and all other current and future King County/Metro requirements on component agencies for the transferred areas. Section 4. East Marginal Way Area. Seattle agrees to transfer, and Tukwila agrees to accept the sewer facilities identified in Exhibit C presently serving the East Marginal Way area, including the 84" Norfolk Street pipe from Metro's Norfolk Street Regulator Station to and including the outfall into the Duwamish River. Seattle hereby assigns to Tukwila Seattle's rights and responsibilities for this outfall under the Seattle -Metro Comprehensive Outfall Agreement dated July 27, 1982 and supplemented on September 8, 1982. Section 5. Ryan Hill Area. The Seattle and Tukwila wastewater service areas in Ryan Hill shall be as follows: Category A (Blue) All area within the Seattle city limits, and the properties in Tukwila fronting on the west side of 51st Avenue South and north of South Leo (112th) Street shall continue to be served by Seattle. Seattle shall provide wastewater service to the properties in Tukwila fronting on the west side of 51st Avenue South and north of South Leo (112th) Street on the same basis as it serves other Seattle customers and, after the transfer date established in Section 14, will not charge higher rates or limit service connections based on these properties being outside the Seattle city limits. Category B (Green). All other customers and areas of Ryan Hill that are inside Tukwila shall be transferred from Seattle to be served by Tukwila. Seattle agrees to transfer, and Tukwila agrees to accept the sewer facilities identified in Exhibit C presently serving this portion of the Ryan Hill area. These transferred and future Tukwila facilities may connect to the Interceptor (defined in Section 5.1), but Tukwila's total discharge to the Interceptor shall not exceed 2.64 million gallons per day without Seattle's written agreement. The planning and extension of sanitary sewers, within this area shall be the responsibility of Tukwila. Section 5.1. Maintenance and Operation.Cost Sharing. The Ryan Hill area makes up a portion of the area served by the "Empire Way South Sanitary Sewer Interceptor Facility" herein referred to as the "Interceptor". The service area for the Interceptor is defined by the Seattle -King County -Agreement, dated April 2, 1975 and amended August 22, 1985, Tukwila shall pay Seattle annually three percent (3%) of the total cost to operate and maintain the Interceptor's storage, pump station, and emergency overflow facilities. If Tukwila constructs new sewer facilities tributary to the Interceptor, Tukwila shall notify Seattle, and the cost sharing shall be adjusted accordingly by mutual written agreement to reflect the additional service area and wastewater volumes. Seattle shall bill Tukwila annually for these costs, and make its records available to Tukwila for inspection or audit upon request. Maintenance and operation costs may include: electricity, telephone, water and other utility charges; maintenance labor, supervision, equipment, parts and materials; capital improvement or rehabilitation costs approved in advance by Tukwila in writing; and billing costs. The following costs shall not be included: administrative costs not directly related to operation of the system; or capital improvements or rehabilitation not approved by Tukwila in advance in writing in advance of construction; or any other fees, charges or costs not directly associated with the operation and maintenance of the Interceptor's storage, pump station and emergency overflow facilities. Payments to be made by Tukwila to Seattle under this section are due and payable within sixty (60) days of receipt of a bill. Interest shall be added at the rate of one percent per month if overdue. Section 6. Transfer of Assets. Under this agreement, Seattle conveys ownership, use and operation of all properties, easements, facilities and services listed in Exhibit C (Facility Transfer List), and any Seattle sewer line facilities unknown but within the East Marginal Way and Ryan Hill areas shown in Exhibits A and B. Customers being transferred are listed on Exhibit D. Seattle hereby certifies and warrants that it owns and is entitled to transfer the assets and facilities conveyed through this agreement, and that there is no indebtedness associated with any of them, but makes no other warranties or representations. Seattle also agrees to construct the stormwater drainage facilities listed in Exhibit E, and to transfer them to Tukwila upon completion of Seattle's Norfolk Drainage Project. Seattle shall be solely responsible for the construction of this project. Seattle shall obtain and comply with applicable Tukwila permits. Seattle must obtain Tukwila's written approval of the design of these facilities in Tukwila prior to construction, and Tukwila's written acceptance of the construction of these facilities prior to transfer to Tukwila. Tukwila agrees to not unreasonably withhold permits, approvals and acceptances related to these facilities. Tukwila agrees to accept transfer of these facilities and to own, operate and maintain them thereafter. Section 7. Information and Access to be Furnished by Seattle. Seattle shall make available legible copies of all books; records, documents, and other available information 3 relating to the operation and maintenance of the facilities identified for transfer in Exhibit C. This includes all information relating to the flow rate history of the service connections designated for transfer in Exhibit C including, but not limited to: a) all maintenance and flow records; b) all records, manuals and information relating to the sewer system including pipes and appurtenances thereto; c) consumption records associated with the services being transferred; and d) as-builts, design drawings and other maps. Section 8. Rates. Fees and Collection of Outstanding Bills. Upon transfer of Seattle service connections to Tukwila, service customers transferred under this agreement will be charged rates and fees for provision of sewer service in accordance with Tukwila's usual rates for such service. This rate change is effective at the time of transfer as specified in Section 14 of this Agreement. Tukwila further agrees to assist Seattle insofar as possible in collecting from customers transferred under this agreement any outstanding wastewater bills owed Seattle, including terminating water service for nonpayment. Section 9. Customer Notification. Tukwila will be responsible for all notification of customers affected by this agreement and shall, at least 30 days but not more than 90 days prior to actual customer transfer, inform each transferred customer of Tukwila's usual rates and fees to be charged for the provision of sewer service and the date on which the transfer is to become effective pursuant to Section 14. Section 10. Indemnification for Sewers and Storm Drains. Seattle shall indemnify Tukwila against all costs, claims and demands arising out of any acts or omissions of Seattle and its officers, agents, contractors or employees occurring before the transfer date established under Section 14. Tukwila shall indemnify Seattle against all costs, claims, or demands arising out of any acts or omissions of Tukwila and its officers, agents, contractors, or employees occurring on or after the transfer date established under Section 14. In the event of an overflow, backup, environmental cleanup or similar event caused solely by one city or the other, or solely within one city or the other, the city which caused the problem, or in which the problem arose, shall be liable for the cleanup, claims or any other associated cost or liabilities, and shall hold the other city harmless. In the event of an overflow, backup, environmental cleanup or other similar event that is not caused either totally by Seattle or totally by Tukwila, but is the result of an area -wide problem with contributory causes from areas of both cities, the liability shall be split in proportion to each city's relative areas which are likely to have contributed to the problem. Section 11. Cost of Transfer. Seattle and Tukwila each shall pay their respective costs for gathering information, preparing documentation, and preparing this agreement, including staff, legal and consultant costs. In consideration of the terms of this agreement, Tukwila shall pay to the Seattle Drainage and Wastewater Fund the sum of one hundred thirty-five thousand dollars ($135,000) on the transfer date established per Section 14. This payment shall represent fair market value for the facilities transferred to Tukwila herein, and Tukwila's share of the Interceptor construction cost. In addition, Tukwila shall pay to the Seattle Drainage and Wastewater Fund the sum of one hundred thousand dollars ($100,000) for the stormwater drainage facilities described in Exhibit E constructed by Seattle in Tukwila as part of the Norfolk Drainage Project. This payment to Seattle shall be made at the time of acceptance of the stormwater drainage facilities by Tukwila. Section 12. Entire Agreement. Notwithstanding any other verbal or written 4 representations, this document, including the exhibits hereto, constitutes the entire agreement and understanding between Seattle and Tukwila with respect to the transfers and other transactions contemplated herein, and shall not be modified or amended in any way except in writing and signing by both parties. The execution of this agreement by the parties hereto shall constitute acceptance and approval of the elements herein as fulfillment of comprehensive sewer planning for the areas addressed herein. Section 13. Further Action. Seattle and Tukwila mutually agree to execute all other instruments and documents as may be required by either party in order to consummate the actions contemplated herein and shall use their best efforts to accomplish this transfer in accordance with the provisions of this agreement. Section 14. Effective Date of Agreement and Transfer Date. This agreement shall be in full force and effect upon signature by both parties. The transfer of responsibilities, customers, facilities and payments described in this agreement, and the first billing date from Tukwila to the transferred customers, shall be on the first day of a calendar quarter following notice given by Tukwila to Seattle at least 90 days prior. The transfer date for wastewater service shall coincide with the transfer date contained in a separate "Agreement for Transfer of Water System Facilities and Customers from the City of Seattle to the City of Tukwila". The transfer shall not occur until Tukwila has completed its East Marginal Way Watermain Project and is able to begin water service from the new watermain to the transferred customers in the East Marginal Way area, and Tukwila has made the $135,000 payment to Seattle pursuant to Section 11. In no event shall the transfer occur before January 1, 1996. CITY OF S ATTLE by ATTEST/AUTHENTICATED: AP a ippen, City Clerk OVED A ity Attorney CITY OF TUKWILA by W. Rants, Mayor ATTEST/AUTHENTICATED: e E. Cantu, City Clerk APPROVED AS TO FORM: acee City Attorney 5 LIST OF EXHIBITS EXHIBIT A EAST MARGINAL TRANSFER AREA MAP EXHIBIT B RYAN HILL TRANSFER AREA MAP EXHIBIT C WASTEWATER FACILITIES TRANSFER LIST EXHIBIT D CUSTOMER TRANSFER LIST EXHIBIT E STORMWATER DRAINAGE FACILITIES TRANSFER LIST 6 EXHIBIT E STORMWATER DRAINAGE FACILITIES TRANSFER LIST These facilities are shown in detail on sheets 8, 18, and 22 of plan number 777-452, and include the associated Washington State Department of Transportation permit: 1. Approximately two hundred feet of storm drain pipe and associated inlets, catch basins, maintenance holes, connections, and easement, along SR 900 immediately north of Boeing Access Road and along Ryan Way. 2. Approximately two hundred feet of drainage swale connecting the storm drain described above to the existing ditch along the Interstate 5 ramp. PACE:2618—F2A.DWG 2-6-95 • LEGEND TUKWILA CITY LIMITS �. VAL VUE SEWER DISTRICT BOUNDARY METRO SEWER LINE EXISTING SEATTLE OR PRIVATE SEWER • mum mini s TV' 'MLA 1 N 84" METR UTFALL SCALE 1"= 1000' 1111191r,\IIPLAIIP MIN NMI TTLIB 11 BOEING '•, 11 OXBOW I I. so 1�og>Nc AREA ACI$ss RI. 1-1 \ ik, ..4,-A .,4 t,IT KM 11 ,'• s is j \\ \ \� � LINE—_ ■t ` ;� �`-- C t��OF SEATTLE TRA - --- 1 1 >. I S^• 115th S L� DUI'AA(ISX RIVER CITY OF TUKWILA FIGURE 2 - EAST MARGINAL WAY SEWER TRANSFER AREA Penhallegon Associates Consulting Engineers, Inc. Jyl�L8•d TIE SCALE 1"= 600' EXHIBIT B 3 ® EMPIRE WAY o- INTERCEPTOR w SERVICE AREA °- W BOUNDARY LEGEND TUKWILA CITY LIMITS C 0 EXISTING SEATTLE OR PRIVATE SEWER CATEGORY A - SERVED BY SEATTLE CATEGORY B - SERVED BY TUKWILA CITY OF TU WILA RYAN HILL SEWER TRANSFER AREA Penhallegon Associates Consulting Engineers, Inc. EXHIBIT C WASTEWATER FACILITIES TRANSFER LIST SSC# Year Built Approximate Address Length Diameter 4876-3 1934 7760 E Marginal Wy S 10' + or - 12" 4876-3 1934 7760 E Marginal Wy S 9.59' 12" 4876-10 1938 8620E Marginal Wy S 111.96 12" 4876-8 1943 8531E Marginal Wy S 110' 8" 4876-8 1950 8531E Marginal Wy S 262' + or - 8" 4876-8 1950 8531 E Marginal Wy S 307.5' 8" _ 4876-8 1950 8531E Marginal Wy S 113.4' 8" 4876-8 1943 8531 E Marginal Wy S 35' 8" 4877 1963 10000E Marginal Wy S 95' 12" 1659 1953 10016E Marginal Wy S 55' 84" 1659 1953 10016E Marginal Wy S 25' + or - 84" 1659 1953 10016E Marginal Wy S 40' 84" 4877-7 1953 10016E Marginal Wy S 1464' 84" 1552-3 1976 47th Av S 716' 8" 4037 1980 4800 S 114th St 1650' _ 8" 5566-10 1976 4700 S Ryan Way 433' 8" 4032-40 1977 Empire Way Interceptor 4406' 36" to18" 02/17/95 FACILITY.WK4 EXHIBIT D CUSTOMER TRANSFER LIST Acct # Customer Name Service Address 01724960 Randy's 10016E Marginal Wy S 01724800 Boeing Commercial Airplane 7900 E Marginal Wy S 01724730 Boeing Commercial Airplane 7801 E Marginal Wy S 01724740 Boeing Commercial Airplane 7901 E Marginal Wy S 01820447 The Boeing Company 7755 E Marginal Wy S 01667150 Annex Tavern 10327 E Marginal Wy S 01752720 Evelyn Schuehle 10315 E Marginal Wy S 01752220 S Crevin-Haapla 10300 E Marginal Wy S 01666640 Credit Union of the Pacific 10208 E Marginal Wy S 01752710 Boeing Military Airplane 10001 E Marginal Wy S 01752230 Boeing Aerospace/Electro 10000 E Marginal Wy S 01753640 Boeing Defense & Space Grp 9797 E Marginal Wy S 01753650 Boeing Defense & Space Grp 9797 E Marginal Wy S 01753660 Boeing Defense & Space Grp 9797 E Marginal Wy S 01753670 Boeing Defense & Space Grp 9797 E Marginal Wy S 01753680 Boeing Defense & Space Grp 9797 E Marginal Wy S 01753690 Boeing Defense & Space Grp 9797 E Marginal Wy S 01753700 Boeing Defense & Space Grp 9797 E Marginal Wy S 01753760 Boeing Military Airplane 9407 E Marginal Wy S 01752660 Boeing Military Airplane 9417 E Marginal Wy S 01752630 Boeing Military Airplane 9403 E Marginal Wy S 01753490 Museum of Flight Foundation 9404 E Marginal Wy S 01753480 King County Int'l Airport 9230 E Marginal Wy S 01752580 Rhone-Poulenc 9229 E Marginal Wy S 01752300 9100 Company 9120 E Marginal Wy S 01752310 King County Int'l Airport 9100 E Marginal Wy S 01752550 Kenworth Motor - 9021 E Marginal Wy S 01752560 Kenworth Motor 9021 E Marginal Wy S 01752510 Boeing Military Airplane 8701 E Marginal Wy S 01752320 Boeing Military Airplane 8620 E Marginal Wy S 01752330 King County Int'l Airport 8600 E Marginal Wy S 01752490 - Boeing Military Airplane 8541 E Marginal Wy S 01752470 E M Jorgenson 8531 E Marginal Wy S 01752450 E M Jorgenson Co 8501 E Marginal Wy S 01752420 Boeing Commercial Airplane 8235 E Marginal Wy S 01724770 Boeing Commercial Airplane 7815 E Marginal Wy S 01724760 Boeing Commercial Airplane 7815 E Marginal Wy S 01752670 Boeing Military Airplane 2630 S 98th ST 01755230 King Cnty Airport 8200 E Marginal Wy S 00074040 PSMI WA 24512 10404 Empire Wy S 00663290 Lindal Corp Park 10401 Empire Wy S 01750780 Raisbeck Engineering 4411 S Ryan Wy 01748650 Lindal Cedar Homes 4300 S 104th PI 00668750 E J Washington 10617 47th Av S 02/17/95 CUSTLIST.WK4 EXHIBIT D CUSTOMER TRANSFER LIST Acct # Customer Name Service Address 00668780 Russell Ritter 110602 47th Av S 00668840 Kay & Robert Gilbert 110408 47th Av S 00668830 Mr & Mrs Damian Mendoza 10406 47th Av S 00687720 Jack Eng 10358 Beacon Av S 00668950 Dolores Boycan 10308 Beacon Av S 00668570 Howard & Edna Gue 10912 50th Av S 00668580 Russell & Millie Arwine 110904 50th Av S 00687310 Don Nevin 10610 47th Av S 00688580 Ruel & Priscilla Missmer 10456 47th Av S 00688590 Estate of Edward Jones 10436 47th Av S 00687020 Harold R Babula 10405 47th Av S 00688320 Milan & Janet Dukich 5001 S 114th St 00668750 Emanuel Wahington/T Lewis -Hilliard 10617 47th Av S 00688030 Jackie & Erwin Rosin 4936 S 114th St 02/17/95 2 CUSTLIST.WK4 APPENDICES DECEMBER 2024 / FINAL / CAROLLO APPENDIX H TU KWI LA'S SYSTEM MAP CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE APPENDICES DECEMBER 2024 / FINAL / CAROLLO APPENDIX HYDRAULIC MODEL DEVELOPMENT TM CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CITY OF TUKWILA Comprehensive Sanitary Sewer Plan Update TECHNICAL MEMORANDUM 1 Hydraulic Model Development and Calibration December 2024 / FINAL w-carol ^' CITY OF TUKWILA Comprehensive Sanitary Sewer Plan Update TECHNICAL MEMORANDUM 1 Hydraulic Model Development and Calibration December 2024 / FINAL TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO Contents TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION 1.1 Introduction 1.2 Hydraulic Model Overview 1.2.1 Selected Hydraulic Modeling Software 1.2.2 Modeled Collection System and Skeletonization 1.2.3 Elements of a Hydraulic Model 1.2.4 Hydraulic Model Data 1.3 Hydraulic Model Calibration 1.3.1 Calibration Standards 1.3.2 Dry Weather Flow Calibration 1.3.3 Wet Weather Flow Calibration 1.3.4 Hydraulic Model Calibration Summary Attachments ATTACHMENT A CITY NOTES ON SEWER REVIEW ATTACHMENT B LIFT STATION DATA ATTACHMENT C DWF CALIBRATION SHEETS ATTACHMENT D WWF CALIBRATION SHEETS Tables Table 1.1 Table 1.2 Figures Figure 1.1 Figure 1.2 Figure 1.3 Figure 1.4 Figure 1.5 Figure 1.6 DWF Calibration Results 1-10 WWF Calibration Results 1-14 Modeled Sewer System Example Diurnal Pattern: Meter SS01105 Typical DWF Comparison at Meter SS00789 and SS30144 Example DWF Calibration: Meter 5S01989 RTK Unit Hydrograph Description Example WWF Calibration: Meter SS30129 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE pw://Carollo/Client/WAITukwila/11866B00/Deliverables/TM 1 /TM 1 _HydraulicModel_Calibration TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO Abbreviations City City of Tukwila CIWEM Chartered Institution of Water and Environmental Management DWF dry weather flows GIS geographic information system HGL hydraulic grade line I/1 inflow and infiltration RDII rainfall derived inflow and infiltration SPU Seattle Public Utilities TM technical memorandum UDG Urban Drainage Group WaPUG Wastewater Planning Users Group WTD Wastewater Treatment Division WWF wet weather flow CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE ii TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO TM1 HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION 1.1 Introduction Sanitary sewer collection system models are valuable tools used to assess the performance of collection systems during dry and wet weather conditions and to plan for future improvements. These models provide a means to simulate the impact of different sized storms on the collection system and determine where system deficiencies are likely to occur. In addition, a well -calibrated model provides an easy way to test alternative improvement scenarios. This technical memorandum (TM) summarizes the process by which a hydraulic model of the City of Tukwila's (City) sewer collection system was created and calibrated. The resulting model will be used for conveyance planning of the City's sewer system conveyance system. 1.2 Hydraulic Model Overview A hydraulic model of a sewer collection system is a simplified representation of the real system and, thus, can be used to assess its conveyance capacity and size new infrastructure. In addition, this type of model can simulate "what if" scenarios that assess how future developments, land -use changes, and different sized storms affect the collection system and identify what areas or components will likely be capacity deficient. 1.2.1 Selected Hydraulic Modeling Software The City has no previous hydraulic model of their collection system; therefore, this project built a new model by importing the City's geographic information system (GIS) data into the modeling software, Innovyze's InfoSWMM. The latest version of the software, InfoSWMM 14.5, Update #4, was used to create the hydraulic model. 1.2.2 Modeled Collection System and Skeletonization The model was developed to cover the seven flow -monitoring basins shown in Figure 2.1 in Chapter 2. Figure 1.1 of this TM outlines the portion of the collection system captured in the hydraulic model, which also included all lift stations and primary collectors in each flow -monitoring basin. Skeletonization is the process of identifying key system conveyance components to include in the model so that it may accurately simulate the hydraulics of a collection system all while reducing computational run times and simplifying data management. When skeletonized, the City's model included only the system's primary trunks, namely pipelinesl2 inches in diameter and larger. As is common practice in sewer master planning, smaller pipelines not considered essential for the intended analysis were removed from the modeled set. Key sewers 8 inches in diameter and smaller were only included where they were needed for connectivity or where the pipes in question were considered to serve as primary collectors. 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C TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO :ullunu ` lu lllm / III ;IN J , err .�•i�l l▪ r'rr ®l mm;•IliiuAily.::• _t1 `,• � p;`:'Ir.� ,.. : ;O�III� OIIII\llmall `� ® a '✓.`�, ''��`;� �eur��l�hit VI ■2•n�. �IIIIIII � melee:.: ,"I r•.nm, .n �q�l1,__ 11.9= - ! _ ■ mllladn�l= =,ate\-1 ���L'.J7::::�;;_.••.•..ImPI'♦It'I71.11 C•iii:I. �: r. 1 I r■ kiri ry;, -_ - .IIII.-i'� wl�l'•iii:'1•...:::;■III:__- I1=-_ 1�.� ' pp m,.'n � ;r'�r�• 1 GPI • uml'r r,11. 51NOnl �1!"11; 4j�y� �nnn�tj ltllIIIIn ,�:5• enl�� iilllilinnual c Gu/i i1116 , I:■ IIII �; 1. `1,IIII..I \ 't \1h , :7,l-1: -•111•,..��:�¢i:. ,� .®•.; 593' • 11l_i•:r ■IC Legend Water Body ■ •■■■ Tukwila Sewer Service Area Tukwila City Boundary Modeled Wastewater Pipeline Non -Modeled Wastewater Pipelines Tukwila Force Mains Tukwila Lift Station Parcels Lift Station ICI `1 Lift �- Statil N o. 6 Ull • Lift*yam. p Station TA_ •I I 1 No. S ' i• iou i JOE��/� Feet 0 1,500 3,000 Data Sources: City of Tukwila, King County GIS, ESRI Disclaimer: Features shown in this figure are for planning purposes and represent approximate locations. Engineering and/or survey accuracy Is not implied. r Lift Station No. 3 1 • 1 r— 1,.• _. ■ 1 ! F th, • N•1 ♦ 1■ •t f• 1 it Lift Station to•■♦ _•J No.4 Lift,Station■p.. . ■••J N � Lift Station No. 2® o. ll••� I I p w•i4a Figure 1.1 Modeled Sewer System CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO 1.2.3 Elements of a Hydraulic Model The following provides a brief overview of the various elements of the hydraulic model and the required input parameters associated with each element: Junctions: Sewer manholes, cleanouts, and other locations where pipes begin, pipe sizes change, or pipelines intersect are represented by junctions in the hydraulic model. Required inputs for junctions include rim elevation, invert elevation, and surcharge depth (used to represent pressurized systems). Junctions are also used to represent locations where flows are split or divided between two or more downstream links. Pipes: Gravity sewers and force mains are represented as pipes in the hydraulic model. Input parameters for pipes include length, invert elevations, diameter, shape, and friction factor (e.g. Manning's n for gravity mains, Hazen Williams C for force mains). The pipe element also indicates whether the pipe is a force main. Storage nodes: Storage nodes are typically used to represent lift station wet wells. Input parameters for storage nodes include invert elevation, wet well depth, and wet well cross section or a depth -area relationship. • Pumps: Pumps are included in the hydraulic model as links. Input parameters for pumps include pump curves and operational controls. • Outfalls: Outfalls represent areas where flow can leave the system. An outfall typically represents an overflow point or the connection to the wastewater treatment plant. For the City, outfalls represent where the City's sewer connects to King County Wastewater Treatment Division (WTD) trunk lines and the Seattle Public Utilities (SPU) sewer system. • Rain gauges: Rain gauges are locations where rainfall is input to the hydraulic model for simulation of wet weather flows (WWF). The rainfall can be historical, projected, or theoretical hourly rainfall events. • Subcatchments: Subcatchments represent areas of land whose topography and drainage characteristics direct flow to a single discharge point into the sewer system. Subcatchments can be used to define sanitary flows or to route a portion of the rainfall runoff into the system. Inflow conditions for the subcatchments are defined model inputs. • Inflows: There are two primary flow sources that enter a collection system, which are input through individual junctions (and storage nodes) in the model: Dry weather: Dry weather inflows simulate base sanitary wastewater flows and represent the average flow. The dry weather flows (DWF) can be multiplied by up to four patterns that vary the flow by month, day, hour, and day of week (e.g. weekday or weekend). The dry weather diurnal patterns are adjusted during the dry weather calibration process to match the known typical daily flow fluctuations. Two diurnal patterns were developed for each basin: one representing weekdays and the other representing weekend days. Rainfall derived inflows and infiltration (RDII): RDII are flows into the collection system originating from rainfall. Several models are available in InfoSWMM to capture these effects. The models have several parameters that are adjusted during the wet weather calibration process to model flows into the collection system during different storm events. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-3 TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO 1.2.4 Hydraulic Model Data The City provided the following data, which was used to build the hydraulic model: • GIS sewer pipe data (received by email from City on April 17, 2020). GIS manhole data (received by email from City on April 17, 2020). • Connections to King County WTD trunk lines (received by email from City on April 17, 2020). • Lift station pump curves (received by email from City on April 1, 2021 and April 4, 2021). • Lift station pump on/settings (received by email from City on April 1, 2021). • Lift station wet well as-builts (received by email from City on April 1, 2021 and April 20, 2021). 1.2.4.1 Sewer Pipes and Manholes The sewer pipe and manhole data was used to develop the base of the hydraulic model. The GIS pipe data on the following information was used in the model: Length: The pipe data included pipe lengths, which were uploaded to the model. Diameter: The pipe data included "From_Diameter" and "To_Diameter" fields. If the fields were equal, that value was assumed to be the pipe diameter. If one field's value was "0, the non -zero field was assumed to be the pipe diameter. For pipes with different diameter fields, the "To_Diameter" was assumed to be the diameter. Invert elevations: The pipe data included "From_Elevation" and "To_Elevation" fields that were assumed to be the pipe inverts. • Manhole connections: The pipe data included "Downstream_MH" and "Upstream_MH" that were assumed to be a pipe's "Start Node" and "End Node," respectively. Meanwhile, the GIS manhole data included elevations that were assumed to be rim elevation for modeling. If the manhole ground elevation was missing, the contour raster data was used to fill in the missing value. The manhole data did not include invert elevations so the lowest pipe invert for each manhole was assumed to be the manhole invert elevation. After the manhole invert elevations were imported into the model, a pipe's upstream offset and downstream offset were calculated by taking the difference between its invert elevation and the assumed manhole invert elevation. All pipe profiles were reviewed in the model after the pipe and manhole data was imported into the model. Any pipes with reversed slopes or other abnormalities were flagged for review and sent to the City for confirmation. Attachment A includes the City's notes for the locations identified, which were also used to update the model. 1.2.4.2 Lift Stations Six of the City's ten lift stations were included in the hydraulic model. Each lift station was modeled with one or more pumps, a wet well, and a force main. The pump curves were added to the model and assigned to the appropriate pump and lift station. The pump startup depth and shutoff depth were assigned according to the pump on/off settings provided by the City. The wet well details were populated CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-4 TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO using the wet well as-builts. Attachment B includes the lift station pump curves, pump on/off settings, and the wet well as-builts. 1.2.4.3 Outfalls Connections from the City's system to the King County WTD trunk lines or the SPU sewer system were modeled as outfalls. The King County or SPU system was not included in the hydraulic model. GIS data on the King County's wastewater conveyance sewer line, which was downloaded from King County's Open Data site in September 2020, was used to identify the outfall locations to the WTD trunk lines. Drainage Basin 22's outfall, which is a connection to SPU's sewer system, was assumed to be on Martin Luther King Jr Way S at S 104th Place. The outfalls were modeled as free outfalls with invert elevations set as 1 foot below the upstream node. 1.3 Hydraulic Model Calibration Hydraulic model calibration is a crucial component of the hydraulic modeling effort. Calibrating the model to match data collected during the flow monitoring program ensures the most accurate results possible. The calibration process consists of calibrating to both dry and wet weather conditions. For this project, both dry and wet weather monitoring was conducted at the seven metering sites presented and discussed in Chapter 2: DWF calibration ensures an accurate depiction of base wastewater flow generated within the study area, and diurnal fluctuations. WWF calibration consists of calibrating the hydraulic model to a specific storm event or events to accurately simulate the peak flow and volume of inflow and infiltration (I/1) into the sewer system. The amount of I/1 is essentially the difference between the WWF and DWF components. 1.3.1 Calibration Standards The hydraulic model was calibrated in accordance with international modeling recommendations. The Urban Drainage Group (UDG), formerly known as Wastewater Planning Users Group (WaPUG), a section of the Chartered Institution of Water and Environmental Management (CIWEM), has established generally agreed upon principles for model verification. The dry weather and wet weather calibration focused on meeting the recommendations on model verification contained in the Code of Practice for the Hydraulic Modeling of Urban Drainage Systems, published by the CIWEM UDG as summarized below. 1.3.1.1 Dry Weather Calibration Standards Dry weather calibration should be carried out for two dry weather days and the modeled flows and depths should be compared to the field -measured flows and depths. Both the modeled and field -measured flow hydrographs should closely follow each other in both shape and magnitude. In addition to the shape, the flow hydrographs should also meet the following criteria as a general guide: • The timing of flow peaks and troughs should be within 1 hour. • The peak flow rate should be within the range of ±10 percent. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1- 5 TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO The volume of flow (or the average rate of flow) should be within the range of ±10 percent. If applicable, care should be taken to exclude periods of missing or inaccurate data. • The unsurcharged depth should be within ±10 percent or ±4 inches, whichever is greater. 1.3.1.2 Wet Weather Calibration Standards For each meter, three separate storms should be simulated with the model. For at least two storms out of the three events from the flow monitoring period, the model -simulated flows and depths should match the field -measured flows and depths within the accepted criteria. The modeled and field flow hydrographs for the calibration storms should closely follow each other in both shape and magnitude, until the flow has substantially returned to DWF rates. In addition to the shape, the flow hydrographs should also meet the following criteria as a general guide: 1. The timing of the peaks and troughs should be similar with regard to the duration of the events. 2. The peak flow rates at significant peaks should be in the range of +25 percent to -15 percent and should be generally similar throughout. 3. Modeled volume of flow should be within +20 percent to -10 percent of measured volume of flow. 4. The depth of surcharge should be in the range of +20-inches to -4-inches. 5. The difference between maximum unsurcharged depth should be within the range of ± 4-inches. The UDG recommends that for wet weather calibration, the use of a single calibration period incorporating a number of rainfall events should be considered whenever possible. In other words, if the flow monitoring program captured several back to back storms, it may be preferable to use the back to back storms events as the calibration storms, as opposed to calibrating to two separate storms that have occurred weeks or months apart. Model calibration simulations should be run for a duration long enough that the RDII response is no longer apparent in the measured data. 1.3.2 Dry Weather Flow Calibration The DWF calibration process consists of the following steps: Divide the City into flowmeter tributary areas. Seven tributary areas were created, one for each flowmeter from the flow -monitoring program. Chapter 2 locates each flow -monitoring site and its associated tributary area. Define the flow volumes within each area: This work was accomplished in the flow -allocation step. Create diurnal patterns to match the temporal distribution of flow: A diurnal curve is a pattern of hourly multipliers that are applied to the base flow to simulate variations in flow that occur throughout the day. Two diurnal curves were developed for each flow -monitoring tributary area, one representing weekday flow and another representing weekend flow. The diurnal patterns were initially developed using flow -monitoring data and adjusted until model -simulated flows closely matched field -measured flows. Figure 1.2 shows the calibrated weekday and weekend diurnal patterns for the area tributary to Meter SS01105. Similar diurnal curves were developed for each of the meters and its tributary area and can be found in Attachment C. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-6 1.4 1.2 > 0.6 0 0.4 0.2 0.0 TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO Weekday Diurnal Pattern 1.4 1.2 -1 1.0 0.8 > 0.6 - 0 0.4 - 0.2 - 0.0 r r r r r r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Hour Weekend Diurnal Pattern r ti r ti ti r i r r r i r r r 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 4041 4243 44 4546 47 Hour Figure 1.2 Example Diurnal Pattern: Meter SS01105 1.3.2.1 Dry Weather Calibration Discussion Table 2.1 summarizes the DWF calibration process using average and daily peak flow results under both weekday and weekend conditions. As shown in the table, model -simulated average and peak flows for both weekday and weekend DWF were all within 10 percent, except at meters SS00789 and SS30144, which are discussed in the section below. For the other five meters, the percent difference between the overall modeled and measured DWFs generally ranged between +1 and -4 percent, with most differences being less than 3 percent. A detailed DWF calibration summary sheet was developed for each of the seven metering sites. Each summary sheet provides plots that compare model -simulated and field -measured flow data under weekday and weekend conditions. Figure 1.3 shows an example of the DWF calibration sheet for meter SS01989. Calibration sheets for all seven sites is shown in Attachment C. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-7 TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO Meters SS01105, SS01318 and SS30144 To match measured and modeled levels, updates to the model physical network were made for three calibration sites. The pipe downstream of meter SS01318 was changed from adverse to have the same slope as the upstream segment while the offset downstream of meter SS30144 was removed to bring the modeled level down and in criteria. Finally, the three pipes upstream of meter SS01105 were adjusted from adverse to have a constant downward slope so that the modeled level was lowered to match measured data. After these network adjustments, the field -measured data now correlates robustly with the model output results. All meters meet criteria for both level and velocity, indicating a well -calibrated model for DWFs. Meters SS00789 and SS30144 Both meters SS00780 and SS30144 are located downstream of lift stations whose operations heavily affect the meters' diurnal pattern and timing of flows. However, when measured and modeled data is shown at hourly timesteps in Table 1.1, the lift station's operation and peak outflows become averaged and less clear. That is, the measured DWF includes an average of every dry day, on which the pumps turn on at different times; therefore, when the data is shown hourly, the peaks from the running lift stations get averaged out. Figure 1.4 shows modeled flows outputted at 5-minute intervals compared to a few typical days of DWF at 5-minute intervals (November 13, 2020 to November 16, 2020). These plots show the average flows are within 4 percent at meter 30144 and within 6 percent at meter SS00789, while peak flows are within 20 percent at meter SS00789 and 7 percent at meter SS30144. As such, these sites are considered fully calibrated for DWF. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-8 0.16 0.14 0.12 0.1 -o 3 0.08 LL 0.06 0.04 0.02 0 11/13/2020 TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO Meter SS00789 - Typical Dry Day 11/14/2020 11/15/2020 11/16/2020 Measured Data Modeled Data Meter SS30144 - Typical Dry Day — Measured Data Modeled Data Figure 1.3 Typical DWF Comparison at Meter SS00789 and SS30144 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO Table 1.1 DWF Calibration Results Flow Meter ID Weekday Average Flow (mgd) Weekday Peak Flow (mgd) Weekday Average Level (inches) Weekend Weekend Weekday Average Peak Average Flow Flow Level (mgd) (mgd) (inches) Average Flow Percent Difference (%) Peak Flow Average Percent Level Difference Percent (%) Difference (%) _SS 01318 SS 00789 0.433 0.039 SS 01989 0.071 0.503 0.051 0.089 4.0 2.3 2.3 0.428 0.553 4.2 SS 01105 0.187 0.229 4.4 0.035 0.099 SS 30129 0.146 0.171 2.6 SS 30144 0.061 0.094 2.2 0.181 0.222 0.141 0.165 0.045 0.079 1.6 -1.3% 9.9% -22.8% 98.2% 1.9 0.0% 0.89 1.09 -0.8% 0.43 2.7 -3.0% -3.0% 1.86 3.2 -3.5% -3.5% 0.69 1.3 -18.3% 207.8% 1.00 SS 30316 0.691 0.852 4.6 0.693 0.856 3.3 0.3% 0.5% 1.50 Notes: (1) All measured data is an average of every hour of every dry day during the flow monitoring period. The difference between individual peaks at meter SS00789 is approximately 20 percent and at meter SS30144 is approximately 7 percent. (2) All measured and modeled data shown on an hourly timestep. 0.20 v 0.15 - 0.10 "- 0.05 0.00 4.0 3.5 3.0 g 2.5 Z" 2.0 8 1.5 1.0 05 0.0 120 10.0 80 m 6.0 . 4.0 2.0 0.0 Flow Calibration Weekday X Weekend 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 Hour Velocity Calibration 30 32 34 36 38 40 42 44 46 48 -� Measured Flow -0-Modeled Flow • ! Weekday • Weekend 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Hour -a-Measured Velocity Modeled Velocity Level Calibration Weekday Weekend } 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 Hour Figure 1.4 Example DWF Calibration: Meter SS01989 34 36 38 40 42 44 46 48 -.Jr-Measured Level Modeled Level CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-10 TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO 1.3.3 Wet Weather Flow Calibration The WWF calibration process enables the hydraulic model to accurately simulate RDII entering the collection system during storms. Described generally, the calibration process runs model simulations of historic rainfall events using data collected as part of Tukwila's ADS system flow -monitoring program whose goal is to capture and characterize a system's response to a significant rainfall event, preferably during wet antecedent moisture conditions. More specifically, the WWF calibration process consists of the following steps: • Identify calibration rainfall events: A particular calibration storm or group of storms was selected according to a review of the flow and rainfall data. A good range of different event types is available for the different meters. Chapter 2, Section 2.4.2 identifies major rainfall events. Define the RDII tributary areas: When calibrating, RDII flows are added on top of the DWF. The model's wet weather component utilizes the RTK unit hydrograph methodology, which defines the amount of runoff (i.e., percentage of the volume created from the sewershed and precipitation depth) that enters the system and its travel time. The unit hydrograph is broken into initial, intermediate, and long-term hydrograph responses, which combine to form a composite unit hydrograph. Each of the three -unit hydrographs is defined by the following parameters, which are adjusted during model calibration until field and model flows match within a reasonable tolerance: Unit hydrograph parameter 1—R1, R2, R3: Response ratios for the short-term, intermediate - term, and long-term responses, respectively. Unit hydrograph parameter 2—T1, T2, T3: Time to peak for the short-term, intermediate -term, and long-term responses, respectively. Unit hydrograph parameter 3—K1, K2, K3: Recession limb ratios for short-term, intermediate - term, and long-term responses, respectively. Figure 1.5 shows these parameters. • Create an I/1 parameter database and modify it to match field -measured flows: The main step in the WWF calibration process involves adjusting the RTK parameters for each flow -monitoring tributary area. As with the dry weather calibration, the WWF calibration process compared meter data for average and peak flows, as well as the temporal distribution of flows until they return to their baseline levels, against the model output. According to the CIWEM UDG, a hydraulic model is considered calibrated to WWF conditions if the modeled peak flows are within +25 percent to -15 percent of field -measured data and if the average modeled volumes are within +20 percent to -10 percent of field -measured data. The depth of flow was also calibrated; calibration is complete when peak depths are with ± 4-inches when unsurcharged and +20-inches to -4 inches when surcharged. • Adjust model variables to match field -measured velocity and flow depths: Once model - simulated flows matched field -measured flows within acceptable limits, model -simulated velocities and flow depths were compared to field -measured values. Various model parameters were adjusted until modeled and measured velocities and depths closely matched one another. The primary, varied parameters for this process are node outlet head losses and pipeline roughness (i.e., Manning's n), although other parameters can also be adjusted as calibration results are generated. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-1 1 TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO Runoff Figure 1.5 RTK Unit Hydrograph Description 1.3.3.1 Wet Weather Calibration Results The modeled outputs at each flow meter were compared to the data from three storms recorded during the flow monitoring period for calibration. Each calibration sheet provides plots that compare the model -simulated and field -measured flow, velocity, and level data for the calibration storms. An example of the wet weather calibration for Meter SS30129 is shown on Figure 1.6. Calibration sheets for all seven flow monitoring sites are shown in Attachment D. Table 1.2 provides a summary of the WWF calibration using the total volume and peak flow results. As shown on Table 1.2, the model -simulated average and peak flows at all seven meter sites were within the acceptable tolerances for the calibration storms, and therefore the model was considered calibrated and ready to use for capacity analysis purposes. It is critical that the hydraulic model is not only calibration to volume and peak flow, but also level data. This will ensure accuracy and trust in modeled results when evaluating capacity deficiencies, which are based on a hydraulic grade line (HGL) criterion in the collection system. Modeled data at all meters closely matched the recorded level information and met the level calibration standard. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-12 1.00 0.90 0.80 0.70 00.60 3 0.50 2 0.40 LL 0.30 0.20 0.10 0.00 6.0 5.0 a 4.0 ai .` 3.0 0 0 > 2.0 1.0 3=111331:131 0.0 m r T ,r 1" 'IT 10.0 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 1.0 0.0 m 1 N "i 11 PI CO N 7 N 0 a ,r ,r i ',I I I iti�ItI I �x, 7' Figure 1.6 Example WWF Calibration: Meter SS30129 1 1 a T 11, a F ow Calibration Illy Velocity Calibration Level Calibration IT N 1 �_ r1►�1/1 r TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO rn aaa� Ram ---ADWF Measured Data Modeled Data 1 1 91 e 41 T T i 1' r T I l 1.11.1. Il � lull 1r^�`r 4J c 7 rn ~Mr 7 N a a Rain - Measured Data - Modeled Data N N Rain - Measured Data - Modeled Data „ IIIIIIIII N 0.00 0.10 020 0 .0 0.30 0.40 0.50 0.60 0.00 0.10 020 0 L w 0.30 5 0.40 re 0.50 0.60 0.00 0.10 020 0 t a 0.30 0 0.40 6 C 0.50 0.60 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-13 TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO Table 1.2 WWF Calibration Results Flow Meter ID Storm 1 Total Volume Percent Error (%) SS 01318 14.1% Storm 1 Peak Flow Percent Error (%) Storm 1 Max Level Difference (inches) Storm 2 Total Volume Percent Error (%) -6.0% 2.3 16.5% Storm 2 Peak Flow Percent Error (%) -7.3% Storm 2 Max Level Difference (inches) 6.6 SS 00789 30.3% 55.4% 0.8 18.5% -7.9% 0.8 Storm 3 Storm 3 Total Peak Volume Flow Percent Percent Error (%) I Error (%) SS 01989 23.9% 0.5% 0.5 -2.2% -10.2% 1.0 SS 01105 8.4% 28.3% 3.4 -5.5% -12.9% 3.0 -4.2% 4.1% 1.6% -7.5% Storm 3 Max Level Difference (inches) -9.3% 2.7 0.8 0.0% -8.3% -6.5% SS 30129 5.5% 16.5% 2.3 -1.1% -14.9% 1.5 -13.6% -6.2% SS 30144 28.8% 27.5% 1.4 2.6% -1.9% 1.7 -0.8% -13.9% 4.1 2.8 1.4 1.8 SS 30316 56.3% 70.5% 1.7 14.3% 3.0% 3.4 6.1% 7.7% 44.5 1.3.4 Hydraulic Model Calibration Summary Calibration of the City's hydraulic model was a multi -step process that involved comparing model - simulated flow to the actual field -measured data for both dry and wet weather conditions. The model met all UDG standards for average dry weather flow after adjusting for lift station effects. Results showed the model met UDG standards for calculation of flows during peak wet weather flow. The UDG level standards were met at seven of the seven sites used for model calibration. These calibration results provide a high level of confidence in the model's accuracy such that the model can be considered calibrated and ready to use for subsequent capacity analysis. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 1-14 TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO ATTACHMENT A CITY NOTES ON SEWER REVIEW CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE Strander Blvd between Southcenter Pkwy and Southcenter Mall 30-in pipe is labeled as "COT" in owner column in City GIS I. Blue pipe: City Green Pipe: King County trander Blvd 1 Filename.ppt/2 Intersection of Strander Blvd and Andover Park W Confirm 30-inch pipe is County pipe. / 30-in pipe is labeled as "COT" in owner column in City GIS Confirm City pipe connects to County pipe at these three locations (in red circles). Blue pipe: City Green Pipe: King County Confirm 30-inch pipe is County pipe./ r-Ill14 L•I tvek fi 30-in pipe is labeled as "COT" in owner column in City GIS 2 Intersection of Strander Blvd and Andover Park E Confirm 30-inch pipe is County pipe. 7 P,Qc 30-in pipe is labeled as "COT" in owner column in City GIS Blue pipe: City Green Pipe: King County Confirm City pipe / connects to County pipe at this location Filename.ppt/4 Minkler Blvd and Southcenter Pkway Blue pipe: City r; • Does this segment of 12-inch , pipe connect to 24-inch pipe?'' 4 Southcenter Pkwy north of S 180th St (in front of Floor & Decor) (SS10258) SS36L! 1 / — 9. 35q6 ^ 5.5 Ack — Link — Node — Ground Level Inilial Depth — Surcharge Depth 34- 32- 30- .,e W418 26- 24- 2. e 20- 0 18 16- W 74- 12- 10- e- 6- 4- 55t825e From Elevation: 19.52 ft To Elevation: 20.34 ft so Filename.ppt/5 100 51✓ 259 250 300 350 400 4512 900 550 Distance (ft) Confirm pipe has higher invert on downstream side ("From Elevation" and "To Elevation" in GIS) 5 55e,07(3 - 0,2 Filename.ppt/fi Between Andover Park W and Andover Park E south of Minkler Blvd (SS10082 — Link — Node — Ground Level Initial Depth — Surcharge Depth 43o_ S5CIe -21C j ?. 3'-26 26 24_ 22 20 18 16 ▪ 14 d W 12 10 6 6 4 2 SS1.8081 _ From Elevation: 11.73 ft To Elevation: 13.19 ft Confirm pipe has higher invert on downstream side ("From Elevation" and "To Elevation" in GIS) 50 100 150 200 260 300 350 400 45D 600 550 600 650 700 750 600 850 Distance (ft) 6 Andover Park W between Upland Dr and Midland Dr (SSI003O SS Oo c`, / L(Zi"" r ;rice ;6z-i `I,Lic`1,C — Link — Nods — Ground Lsro ntl oI bstlh — Siochorgs bopth 25 25 2d 22 20 t5 5 5 S_ SjF�'Q From Elevation: 10.72 ft To Elevation: 10.93 ft 250 5 Distance (ft) a.T 500 Confirm pipe has higher invert on downstream side ("From Elevation" and "To Elevation" in GIS) Filename.ppt/7 Blue pipe: City 7 Intersection of S 180th St and Andover Park W (SS10043) Confirm pipe has greater slope than surrounding pipe — Unk — Node — Ground Level Initlel Depth .epth 04- 32 30- 28- 26y 24 g c 20- 16- > 16oa W 14- 1 12- 10- 6- 6 4 2 From Elevation: 16.51 ft To Elevation: 14.54 ft 100 ]00 300 400 000 600 700 600 000 1000 1100 1200 Distance (ft) 33Go 5 S co 0 SZ E m c 5" 5- -> ; { a- 3( 1 f „y Blue pipe: City amessil 8 36- 34- 32- 30- Andover Park W south of 1-405 and Tukwila Pkwy (SS10119) — Link — Node — Ground Level Initial Depth — Surcharge Depth 28 -? zs 24- E 22- C 20- ro 18- > 16- QI _ W 14 12- 10- 8- 6- 4- 2- 46 From Elevation: 9.33 ft To Elevation: 14.12 ft ....... $sots 10D 200 340 400 500 T G., Distance (ft) C� 1 3 Z .1c S C-3 i 1 C- 14 800 900 Confirm pipe has higher invert on downstream side ("From Elevation" and "To Elevation" in GIS) Blue pipe: City 9 Sunwood Blvd west of 62nd Ave S (SS70001) s3eC , — Link 160 170" i 60 150 140 130 120 g,- 110 c 100 ;7 90 > 60 ill 70 60 50 40 30 20 10 0 Filename.ppt/10 — Node — Ground Level Initial Depth — Surcharge Depth From Elevation: 143.56 ft To Elevation: 150.66 ft Confirm pipe has higher invert on downstream side ("From Elevation" and "To Elevation" in GIS) 50 160 tio 200 Distance (fti 250 300 350 "40124gree•--4; Blue pipe: City .\ Sunwood Blv 3.n 3 10 S 148th St west of 62'' Ave S (SS00939) (s 42E` 200- 198- 196- 194- 192- 190- t0 188- ro ar 186 W 176 — Link — Node — Ground Level Initial Depth — Surcharge Depth rom Elevation: 17.16 ft To Elevation: 183.95 ft SS Filename.ppt/11 50 100 150 200 250 300 350 440 Distance (ft) 4! �7,6n�-� Confirm pipe has higher invert on downstream side ("From Elevation" and "To Elevation" in GIS) 11 45 1D- Fort Dent Way between Interurban Ave S and Starfire Way (SS00374) — Link — Node — Ground Level 20 Initial Depth — Surcharge Depth From Elevation: 21.58 ft To Elevation: 26.02 ft 100 12D 140 1e0 1e0 00 24D 2E0 000 000 000 Distance (ft) 0i7? 1Z-4-I1-1 .5S3 sKo _ Il, 32-( Filename.ppt/12 Confirm pipe has higher invert on downstream side ("From Elevation" and "To Elevation" in GIS) Blue pipe: City 12 S 15Pt St between 62'Ave S and 63rd PI S (SS00016) — Link — Node — Ground Level 160- - - / 175- 6. 3 1- 170- 553C('Z/ j� 7 Filename.ppt/13 g165- u.w 155 150 - 1d5- 1d0 Initial Depth — Surcharge Depth From Elevation: 147.92 ft To Elevation: 149.69 ft 50 llo Confirm pipe has higher invert on downstream side ("From Elevation" and "To Elevation" in GIS) 1sb 200 250 �Ob S50 Clltdence (ft) 46o 450 500 550 600 13 45- 40- 36- 30 05- 0 20- W 15 10- Interurban Ave S adjacent to Canyon Estates (SS00886) — Link — Node — Ground Level Initial Depth — Surcharge Depth 5ts From Elevation: 23.83 ft To Elevation: 24.11 ft 100 Filename.ppt/14 150 Distance 250 Confirm pipe has higher invert on downstream side ("From Elevation" and "To Elevation" in GIS) 14 Interurban Ave S at S 144th St (SS00938) 037 563037Z— 17 — Link te 4- 2 Filename.ppt/15 — Nods — Ground Lsv9I From Elevation: 9.35 ft To Elevation: 15.83 ft IniiiI NO, eutchorgg 0917th 108 200 d60 500 600 7_ Distance (ft) Confirm pipe has higher invert on downstream side ("From Elevation" and "To Elevation" in GIS) \/( 1r2 G:rus Grv4\-Sr 15 TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO ATTACHMENT B LIFT STATION DATA CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE STATION 2 Feet x .305 = Meters Inches x 25.4 = Millimeters GPM x .227 = Cubic Meters/Hour GPM x 3.785 = Liters/Minute HPx.746=KW 70 60 50 40 30 20 10 0 Speed 865 Impeller Dia. VARIOUS SINGLE VOLUTE Style ENCLOSED Solids Dia. 4.0" NS 2200 Suction Discharge I 6" 6" No. vanes 2 MOUNTING CONFIG.: CC, VM, F, VF, EM, VC 400 800 1200 1600 2000 CAPACITY 2400 2800 3200 U.S. GALLONS PER MINUTE 100 200 300 400 500 600 700 CORNELL Efficient by Design Cornell Pump Company • Portland, Oregon CUBIC METERS PER HOUR 9/2/03 6NHT - 900 RPM DOVd MDN STATION 3 IMPELLER TWO PORT ..�. ....11111.1111141111141.., mmm m� `� .11.`i■Tiw ea SWAIM: US" S;:li:::yN E A NS■[{■. ..:l•w A------:� • ypim m ii�i w1�i�ICtY: ea, Lefve1''d for-Ca1 der +t Did'uct'Y''NPS equi red" • fjjdm' { 33 FT, �t { i �1. i 3005 - 522 VS 3030-350 SOLIDS DIA. 3' 4- —o cn cn W STATION 4 Feet x .305 = Meters Inches x 25.4 = Millimeters GPM x .227 = Cubic Meters/Hour GPM x 3.785 = Liters/Minute HPx.746=KW dab CORNELL .`47s ElfcfeM by DI do 0) u w 2 - 55 — 16 w u_ 50 — 14 — 12 45 0 = 40 0 35 — 10 < } 30 — 8 — 6 4 2 ❑ Q 25 O I— 20 15 10 5 0 Speed 1170 Impeller Dia. VARIOUS SINGLE VOLUTE Style OPEN Solids Dia. 3" NS 1660 Suction 4" Discharge 4" MOUNTING CONFIG.: CC, VM, F, VF, EM, VC No. vanes 2 6 .9s i 2 2 8 6 58- 2 • m. i • 3 2 ET: {3 7..I • ...;.... 15 FT: {4,- MO' jTJ PS- HREQUIRED 0 100 200 300 400 500 600 700 800 CAPACITY U.S. GALLONS PER MINUTE 25 50 75 100 125 150 175 1 1 1 1 I I l Cornell Pump Company • Portland, Oregon CUBIC METERS PER HOUR 4NNDH - 1200 RPM 6/99 3OVd MJN z z v z STATION 5 AND 6 Feet x 305 = Meters Speed Impeller Dia. Style Solids Dia. N S Suction Discharge No. vanes Inches x 25.4 = Millimeters GPM x .227 = Cubic Meters/Hour GPM x 3.785 = Liters/Minute HPx.746=KW co w F- w F- 120 — 35 w u_ — 30 — 25 — 20 — 15 — 10 — 5 TOTAL DYNAMIC HEAD 110 100 90 80 70 60 50 40 30 20 10 0 1750 VARIOUS ENCLOSED 3" 1900 4" 4" 2 SINGLE VOLUTE MOUNTING CONFIG.: CC, VM, F, VF, EM, VC T ` F 4.9 4ltl.' 3.71 : r 9,, + M " 1 t •I i i I i I I I 1 4 FT. M: Y 1 �i ..... . W .1. r f# i- i t y � 73 5 5 TdEQ (4-...4H— -4 M _ I I- ../11111, 1' __ __,__ ' , - , i , M # -� 1- i , ] =` !' I I� I � i' ' ''' j �LV rl!P I .ri ' . 4 7 �i I I. : ; i.5 - 200 400 600 800 1000 CAPACITY 1200 1400 1600 U.S. GALLONS PER MINUTE 50 100 150 200 250 300 350 1 1 CUBIC METERS PER HOUR 6/15/99 ��7 CORNELL Effie.ent by Design Cornell Pump Company • Portland, Oregon 4NNT - 1800 RPM 3DVd M3N z z H oo STATION 8 Peat. PUMPS Test Data Curve ,PACES C'F14: 1390 Sates Order : 1971002400-10-A1 Test Date: - ated:Speed: ' ldipeller Trhmi: 1/16/2007 1187 8.8 in. Customer.1 R.L. Alia Company PumpModel: 130 - 4095-01 rNe Rated Capapirty; 132 USgpm Rated i!%adt 29 ft Motor po er: 3 lto* 208 Phate; 3 Hz: 60 40, J Head - Capacity g 30 a. 2 10 To confirm, when fractions of a foot appear in the TDH the factory will round up or down depending on the nearest whole number. Frank Baker Municipal Sales /1. SAn3 07 --- 100 -90 - 80 A.................... ..... Eft cy J a� 8.0 6.0 4.0 2.0 0.0 - 70 -80 50 - 40 - 30 20 - 10 1 Brake Horsepower] 0 100 200 Tested Bpi: L. Colton 300 FLOW 400 500 800 Test :Data Certified By: Gruntdfas:cgs ine Position D. Knapp to Date 16-Jan-07 130-4O 5-01-1971002400-10-A1-1390..'z s , clv1 6 STATION 8 [ . . CQ PUMPS PACO TD No.: Salt:e:{flfder Test.Date• Rated -Speed: tilipeller Trim: a ua 40 J o 30 20- 10 1409 1971002400-10-61 1/18/2007 1167 8.8 in. fa Ft ILA ITV IFrSke 1 Test Data Curve Customer: R.L. Alia Company Rated Head: 130 - 4095-01 132 USgpm 29 ft To confirm, when fractions of a foot appear in the TDH the factory wilt round up or down depending on the nearest whole number. Frank Baker Municipal Sales 2� SaN) 07 Head - Capacity 0= 8.0 --------'Brake Horsepower 4.0 0.0 100 200 Tested By: Test Data Certified By: Grundfos CBS Inc_ Postrion; L. 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F- 60 f::-,AMIS(111411 7.44#41. R.L. Alia Cotnpany 430 - 4095-01 140 lUgpm 25 ft T 26`441° 40 II Ul EIF'COS 4° r 10 Hescl - Capacifbi Efficiency- 10.0 a • 8.0 ▪ 8.0 4.0 2.0 0.0 Brake Horsepower 1 3 460 3 60 100 - 90 - 80 70 80 100 200 300 FLOW 400 50 40 30 20 10 500 600 Igstied;g4: fidS. L. Cotton D. Knapp . , Grunidt4:cs GESS-inc. Pcss*tiotl• 28-Feb.07 130-4095-01-1971002400-60-A1-1973.xis LoL (0 STATION 10 ARCO. PUMPS - • •:4,iii-4:4*06 1974 1971002400-60-B1 TedfDatig Ratect4Pe!!h 2/26/2007 1167 1010-4.r.'Vh*_ .7 7, 60 50 4° 30 ,q o 20 10 0 8.6 Test Data Curve COtle0311 R.L Alla Company PtillIP-MOdet 130 - 4095-01 4-gaOcitirr 140 USgpm ° .Reted-ileiedr. 25 ft LP 144 Cif IF CD S 3 460 3 . • • •-,, ..•,•••• I Efficiency _... _... ......._.._.w. .......... ___.. .. . .. . ....... ....... .. Hmid-Cgodbi 41---"--7------er---- -1,------.... 8.0 •-/- 5.9 I Brake Honeapcweri r 0.0 100 estf!,013r.L. Cotton Patt;Oft D. Knapp MO FLOW 400 500 60 100 90 80 70 60 50 40 30 20 10 0 800 26-Feb-07 1 30-4095-01-1971002400-60-BI-1974.xts PRODUCT STATION 11 TEST REPORT ,13/4"9 Serial No. 3127.090 1160043 Performance curve No. 63- 421-00-3701 Motor module/type 130 Voltage (V) 460 Base module 001 Impeller No. 716 25 18 lmp.diam/Blade angle 202 Water tempo C 20 TEST RESULTS Pump total head H (ft) Volume rate of flow Q (USGpm) Motor input power P (kW) Voltage U (V) Current I (A) Overall efficiency 1l(i) 63.36 52.69 45.17 40.00 32.84 26.30 16.75 0.0 193.4 417.0 621.6 844.3 1048.6 1284.7 7.32 7.35 7.31 7.60 8.25 8.46 8.67 463 463 464 463 463 462 462 11.1 11.1 11.1 11.4 12.3 12.6 12.9 0.00 26.14 48.59 61.68 63.40 61.49 46.82 Accepted after HI Test facility Test date I Time Chief tester Lindas LC1 11-09-08 12:42 Sweden ORDERNR 313018 POS 1 5307 PLOTTED TEST RESULTS Measured point : - = Q/H duty point : Q = Q/H X = Q/P ❑ = Q/P TOTAL HEAD (m) 16 12 (ft) 60 50 40 30 20 10 Calculated point : i. = Q/ETA overall 6 Q= Q/ETA overall INPUT POWER (kW) (%) A X 0.. 0 200 400 600 12 10 8 6 4 2 60 50 40 30 20 10 �0 0 800 1000 1200 1400 1600 (USGPM) 0 20 40 60 80 100 (Vs) FLOW FLYGT STATION 11 TEST REPORT ZIA? PRODUCT Serial No. 3127.090 1160042 Performance curve No. 63- 421-00-3701 Motor module/type 130 Voltage (V) 460 Base module 001 Impeller No. 716 25 18 Imp.diam/Blade angle 202 Water temp °C 20 TEST RESULTS Pump total head H (ft) Volume rate of flow Q (USGpm) Motor input power P (kW) Voltage U (V) Current I (A) 111 Overall efficiency (%) 63.07 52.51 45.48 40.79 33.85 27.14 17.44 0.0 192.1 398.4 595.0 826.7 1 1284.4 7.53 7.35 7.31 7.50 8.23 8.52 8.64 461 462 462 461 461 461 460 11.4 11.2 11.1 11.3 12.3 12.7 12.9 0.00 25.88 46.75 61.07 64.14 62.03 48,90 Accepted after HI Test facility Lindas LC1 Sweden Test date I Time Chief tester 5009 11-09-08 12:13 ORDERNR 313018 POS 1 PLOTTED TEST RESULTS Measured point : -{-= Q/H X=Q/P TOTAL HEAD (ft) Duty point : Q = Q/H Calculated point : A. = Q ETA overall ❑ = Q/P 6 A= Q/ETA overall INPUT POWER (kW) (%) (m) A 16 12 60 • 50 • 40 • 30 • 20 • 10- 0r 0 200 400 600 800 1000 1200 12 10 8 6 4 60 50 40 30 20 10 >.L 0 0 1400 1600 (USGPM) 0 20 40 60 80 100 (I/s) FLOW FLYGT PRODUCT STATION 11 TEST REPORT Pv.ti* Serial No. 3127.090 1160041 Performance curve No. 63- 421-00-3701 Motor module/type 130 Voltage (V) 460 Base module 001 Impeller No. 716 25 18 1 Imp.diam/Blade angle 202 Water temp°C 20 TEST RESULTS Pump total head H (ft) Volume rate of flow Q (USGpm) Motor input power P (kW) Voltage U (V) Current I (A) Overall efficiency 11(%) 63.06 0.0 52.59 190.5 45.28 396.7 39.59 614.3 33.01 830.3 26.06 1.0?2.55 16.45 (12 Cern 7.45 459 7.23 459 7.26 459 7.48 459 8.07 459 8.35 458 8.28 458 11.4 11.1 11.1 11.4 12.2 12.5 12.4 0.00 26.13 46.70 61.33 64.06 60.23 46.97 Accepted after HI Test facility Test date I Time Chief tester 3093 Lindas LC1 11-09-08 11:52 Sweden ORDERNR 313018 POS 1 PLOTTED TEST RESULTS Measured point : -{- = Q/H X = Q/P TOTAL HEAD (ft) (m) 60 16 12 50 40 30 20 10 0. 0 Duty point : Q = Q/H Calculated point : J. = Q/ETA overall ❑ = Q/P ©= Q/ETA overall --X 6 INPUT POWER (kW) (%) A 12 10 8 6 4 2 60 50 40 30 20 10 ,_-0 0 200 400 600 800 1000 1200 1400 1600 (USGPM) 0 20 40 60 80 100 (I/s) FLOW STATION 12 PUMPEX PROVNINGSPROTOKOLL/PUMP TEST SHEET Tilly. nr./Serial No 93567-1 Pumptyp/Pumptype Tilly. nr./Serial No Referens nr./Reference No Garantipunkt/Guarantee point K254T-CG-5325 93567-1 201427 2000 US gpm 46 feet 23 kW Motortyp/Motortype kW Varvtal/Speed of rotation Volt Amp Diam. Hht Test Norm 2006P 29.8 1175 r/min/rpm 460 48.3 250 HI Kund/Buyer PUMPEX Inc Hjul/Impeller (mm) 329 129521 Anm/Remark Z6250-C2-V2006P SERNR 103060 ORDERNR 733802 Q US gpm 0 431 857 1288 1714 2003 2168 2572 3001 Datum/Date 2003-12-08 Hht Ht Htot U I L1 I L2 I L3 P in P ut cal. Eta % feet feet feet Volt Amp Amp Amp kW kW pump 0,0 84,1 84,1 460 26,0 25,8 26,2 18,3 16,2 0,0 0,1 76,1 76,2 461 28,5 28,3 28,7 20,4 18,1 34,3 0,2 67,5 67,7 461 31,0 30,8 31,2 22,3 19,8 55,1 0,5 60,7 61,2 461 33,8 33,6 34,0 24,5 21,8 68,2 0,8 53,0 53,8 461 36,4 36,2 36,6 26,4 23,5 74,1 1,1 47,5 48,6 461 37,1 37,0 37,4 27,0 24,0 76,3 1,3 44,6 45,9 462 38,2 38,1 38,5 27,9 24,7 75,8 1,8 35,5 37,4 462 37,9 37,7 38,1 27,6 24,5 73,9 2,5 26,8 29,3 462 36,4 36,2 36,6 26,5 23,5 70,4 460 10,3 10,0 10,4 1,8 Vadstena LOP NR. 2003 195 B Provad ay/Tested by Krister Johansson STATION 12 Tilly. nr./Serial No 93567-1 PUMPEX PROVNINGSKURVA/PUMP TEST DIAGRAM Pumptyp/Pumptype Tilly. nr./Serial No Referens nr./Reference No Garantipunkt/Guarantee point K254T-CG-5325 93567-1 201427 2000 US gpm 46 feet 23 kW Motortyp/Motortype kW Varvtal/Speed of rotation Volt Amp Diam. Hht Test Norm 2006P 29.8 1175 r/min/rpm 460 48.3 250 HI Kund/Buyer PUMPEX Inc Anm/Remark Z6250-C2-V2006P SERNR 103060 ORDERNR 733802 feet 90 80 70 60 50 40 30 20 10 0 Hju►/Impeller (mm) 329 129521 Datum/Date 2003-12-08 N N..`, '{%*N>< .--('-'''"---- 1--/NN 07 7 m 0 400 800 1200 1600 2000 2400 2800 321 P kW 28 24 20 100 16 80 12 60 8 40 4 20 0 0 0 US gpm Vadstena LOP NR. 2003 195 B Provad av/Tested by Krister Johansson STATION 12 Tilly. nr./Serial No 93567-2 ,... PUMPEX PROVNINGSPROTOKOLL/PUMP TEST SHEET Pumptyp/Pumptype Tilly. nr./Serial No Referens nr./Reference No Garantipunkt/Guarantee point K254T-CG-5325 93567-2 201427 2000 US gpm 46 feet 23 kW Motortyp/Motortype kW Varvtal/Speed of rotation Volt Amp Diam. Hht Test Norm 2006P 29.8 1175 r/min/rpm 460 48.3 250 HI Kund/Buyer PUMPEX Inc Anm/Remark Z6250-C2-V2006P SERNR 103060 ORDERNR 733802 Hjul/Impeller (mm) 329 129521 Datum/Date 2003-12-08 Q Hht Ht Htot U I L1 I L2 I L3 P in P ut cal. Eta % US gpm feet feet feet Volt Amp Amp Amp kW kW pump 0 0,0 84,4 84,4 460 26,2 25,9 26,4 18,3 16,1 0,0 430 0,1 75,8 75,8 460 28,7 28,5 28,9 20,3 18,0 34,1 856 0,2 68,3 68,5 460 31,6 31,4 31,8 22,6 20,1 54,9 1287 0,5 61,0 61,5 461 34,0 33,8 34,2 24,5 21,8 68,3 1716 0,8 53,2 54,0 461 36,6 36,4 36,9 26,5 23,6 74,1 2000 1,1 47,8 48,9 461 37,6 37,4 37,8 27,3 24,3 76,0 2153 1,3 44,7 46,0 461 37,8 37,6 38,1 27,5 24,4 76,4 2572 1,8 36,3 38,1 461 38,1 37,9 38,4 27,7 24,6 75,1 2994 2,5 25,5 27,9 461 35,3 35,1 35,6 25,6 22,8 69,3 460 11,0 10,7 11,1 1,9 Vadstena LOP NR. 2003 196 B Provad av/Tested by Krister Johansson STATION 12 Tilly. nr./Serial No 93567-2 PUMPEX PROVNINGSKURVA/PUMP TEST DIAGRAM Pumptyp/Pumptype Tilly. nr./Serial No Referens nr./Reference No Garantipunkt/Guarantee point K254T-CG-5325 93567-2 201427 2000 US gpm 46 feet 23 kW Motortyp/Motortype kW Varvtal/Speed of rotation Volt Amp Diam. Hht Test Norm 2006P 29.8 1175 r/min/rpm 460 48.3 250 HI Kund/Buyer PUMPEX Inc Anm/Remark Z6250-C2-V2006P SERNR 103060 ORDERNR 733802 feet 90 Hjul/Impeller (mm) 329 129521 Datum/Date 2003-12-08 (N. 80 70 ' 60 50 40 c 30 - 1- 20 - 10 0 400 800 1200 1600 2000 2400 2800 P kW 28 24 20 100 16 80 12 60 8 40 4 20 0 0 3200 US gpm Vadstena LOP NR. 2003 196 B Provad av/Tested by Krister Johansson Set points for lead pump on/off: Station 2 Lead On - 5.8 Lead Off - 3.7 Station 3 Lead On - 3.5 Lead Off - 2.9 Station 4 Lead On - 6.0 Lead Off - 2.9 Station 5 Lead On - 5.0 Lead Off - 3.5 Station 6 Lead On - 4.3 Lead Off - 2.5 Station 8 Lead On - 3.3 Lead Off - 2.0 Station 9 Lead On - 4.0 Lead Off - 2.0 Station 10 Lead On - 3.9 Lead Off - 2.0 Station 11 Lead On - 4.5 Lead Off - 2.0 Station 12 Lead On - 9.5 Lead Off - 6.8 EXISTING HOSE BIB (TO BE RELOCATED) (OUT OF WAY OF PANEL) _ JL� SECTION 0 SCALE: 1/2"=E-0` '�,_,,/ ELEV. 2DA't PROVIDE ��BRACKETS AND REER pCOMMENR DAT�FIIONS CTURER'S PROVIDE SUPPORTS AND CONDUIT PER MANUFACTURER'S RECOMMENDATIONS ALARM HIGH LEVEL EL 17.5 PUMP N0. 1 ON EL. 16.0 PUMPS OFF EL. 14.0 ALARM LOW WATER LEVEL EL. 13.5 SUBMERSIBLE LEVEL TRANSDUCER ASSEMSLY. SEE SPECIFICATION MANUFACTURER'S RECOMMENDATIONS FOR MOUNTING NEW PUMP CONTROL PANEL (OWNER PROVIDED) EXISTING 1" WATER SERVICE TO RE REROUTED UNDER NEW LOCATION ELECTRICAL PANELS AS SHOWN OF EXISTING 120/240 V PANEL AND BREAKER OEHUMIDIFIER 'ROPOSEO LOCATION OF HOSE ERB EXISTING PAPER TOWEL DISPENSER TO BE RELOCATED ON OPPOSITE WALL (BELOW FIRE EXTINGUISHER) NEW TRANSFORMER BREAKER EXISTING SWITCH EXISTING DOUBLE DUPLEX OUTLET REPLACE WITH GF1 PROTECTED CIRCUIT EXISTING CONDUIT EXISTING DEHUMIDIFIER (T0 BE RELOCATED AT APPROXIMATELY SAME HEIGHT) 1/4" SUMP DISCHARGE (EXISTING) NEW 15 kVA TRANSFORMER (OWNER PROVIDED) SEE FLOAT SUPPORT DETAIL SHEET 8 CORE DRILL AND SEAL WATERTIGHT WITH NON —SHRINK GROUT 1 LEY. 25.5'1 CONTRACTOR TO INSTALL WETWELL LADDER PROVIDED BY THE 0TY WITH 316 SS BOLTS. SEE SHEET 8 FOR STILLING WELL DETAIL �F- FLOAT CABLE CONDUIT SEE SITE PLAN 1/2" BUBBLER UNE PVC CONTRACTOR SHALL CUT AND CAP BUBBLER LINE AFTER NEW PUMP CONTROLS HAVE BEEN TESTED AND ACCEPTED BY CITYi 1 1/4" SUMP DISCHARGE GAtV. DEMOLISH AND PLUG ABANDONED PIPES UNTO %ETWELL VERIFY WITH ENGINEER LE. 12.5 EL. 11.01 SECTION SCALE. 1/2"-V-0" PUBLIC WORKS DEPT. -'ffuaINEERINo-STREETSWATER-SEWER-PARK$-fUILDIHG. L DRY WELL 4enl9n d draw MrNM e'oJ . Wel m na4 bk ne SECTION SCALE: 1/2 =1'-0" by 4' SGUD SLEEVE 4" D.I. DISCHARGE PIPING PROVIDE 4' FLANGLED D.I. SPOOL FIELD FIT. PROVIDE 4" PLUC VALVE FL 4" PLUG VALVE (FL.FL) EXISTING STEEL AIR DUCT CONTRACTOR TO INSULATE DUCT WRHIN DRY WELL AREA — SEE SPECIFICATIONS EXISTING PUMP CONTROL PANEL (NOTE 1) EASING TELEMETRY PANEL 4' D.1. FORCE MAIN DRY WELL LIGHT PROV10E0 BY OWNER CONTRACTOR TO INSTALL AND WIRE NOTES: 1. EXISTING PUMP CONTROL PANELS SHALL DE SALVAGED AND SUPPLIED TO THE CITY EWER MAINTENANCE STAFF. 2. ALL FASTENERS WITHIN WET WELL SHALL BE STAINLESS STEEL. 3. CONDUIT WITHIN WET WELL SHALL SE RIGID PVC. 4. ALL COMPONENTS INSTALLED WITHIN WET WELL SHALL BE CONSTRUCTED FROM CORROSION RESISTANT MATERIALS. 5. CONTRACTOR SHALL PROVIDE AND INSTALL PVC JACKETING ON ALL METAL PIPING. VALVES PUMP COMPONENTS WITHIN THREE FEET OF ALL ELECTRICAL CONTROL AND TELEMETRY PANELS LOCATED IN THE DRY WELL. 8. F17 ALL PANELS TO EXISTING STATION AND REOUIRENENTS OF L.& I. 7. OWNER TO PROVIDE NEW PUMPS AND MOTORS. SUBMERSIBLE LEVEL— TRANSDUCER (OWNER PROM)) pE MFGR RERpCGMMENOATIONS J20 PULL BOX SEAL 0FT CONDUIT FROM LEVEL TRANSDUCER TO LEVEL TRANSMITTER BOX; ` SEE SITE PLAN (CONTRACTOR SHALL USE PVC \l+ CONDUIT IN WET WELL.) PROVIDE 4' FLANGLED D.I. SPOOL FIELD FIT. PROM( 4" PLUG VALVE FL SUMP PUMP (OWNER PROVIDED) 15 k1A TRANSFORMER AND 120/240 V PANEL AND BREAK! (OWN PVIDED) auST1 DEHUMIDiF R RELOCATE TO S.E. CORNER 3 EXPANSION JOINT (OWNER PROVIDED) NEW PUMP CONTROL PANEL (OWNER PROVIDED) co TTRANSIATTER (OWNER PROVIDED) OWNER PROVIDED PUMP & MOTOR NEW LOCATION OF EXISTING DEHUMIDIFEA II' r EXISTING 4" D.I. SUCTION LINE TO WET WELL 4" UNI FLANGE } 1 OR EQUAL 11 1i /F 1 DRY WELL EXISTING 1/2" BUBBLER LINE EXISTING PUMP CONTROL PANEL 4" D.I. SUCTION UNE TO WET WELL (TYP. 2 PLACES) 4" FLANGE COUPUNG ADAPTOR (TYP. 2 PLACES) 4" PLUG VALVE (FL X FL) (TYP. 2 PLACES) REPLACE EXISTING 3 H.P. PUMPS WITH ANEW 5 H.P. PUMPS (TYP. 2 PLACES) PROVIDE NEW GASKETS AND BOLTS OWNER TO PROVIDE REPLACEMENT PUMPS AND MOTORS. EXISTING TELEMETRY PANEL 4' SWING CHECK VALVE (FL X FL) (TYP. 2 PLACES) SEWAGE LIFT STATION NO. 5 PLAN SCALE: 1/2"=1'-0` SEWER LIFT STATION # 5 UPGRADES (1 PLAN AND SECTION 4" LONG RADIUS 90' D.I. BEND (FL X FL) (TYP. 2 PLACES) 4" PLUG VALVE (FL X FL) (TYP. 2 PLACES) revikiank Male Jo lb (�2( ra"MfirtiMMES27LITEMEMMtc.,,,satr===a,IA-Utia Tiangirt `ZEUVISLMITak-ZEMZEC=EVATMIZZA. 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Y LADY isc-lotO OFio/Coi. oVo..S.W.fiTON 91055 • Eim *Ps graP44.../a .n.MarqratW'..2atEllaMtEta.aargitaM,Viegagienger 11" wIlLUMMIIEZW1WMIL. q'r ...1•1`eci Pipe .3'''..,!/-6.•••••/.4.? I • . 7'4.0 "tit:wipes . /"Candr.o..6- • -Ii.411,4M.Ti, o•-0 wil.q& .1 - " ,t S'Yer/..4.,oc..10.-.5.:& L_-_....: ,..-A .../ il e ' .4/4r ',..e, ,•4,-Orrwria' land (4Re.gIriler, 7,/.0 - :....•._ .-.,."-•,_....... Li • . „Cd:h..her. 709e "A"; lilies/el/ Ale- A-U.53.d .041e,m,"....C."' ar•Ire ,4.••• ZS? ,..itertme) neri tremor...v/4.e EZEC7R/CAL Caiti7Roc CABirti-Er coc.47-A-a .47 .57717-70N, 445 2. •••••- 4, NO. 25 SANITARY LIFT STATION NO. I 40E FORCE MAIN TO 0 DISCHARGE MANHOLE, SEE SHEET UCO3 FOR CONTINUATION (FLG. x P.E.) HINGE DO NOT DRIVE ON VAULT (rip.) 0 0 11111 BEGIN FORCE MAIN 4E) FLOW METER VAULT L • L 0 REMOVABLE BOLLARDS (TYP. OF 4), SEE DETAIL • 2% MIN. �I 9" PIPE CLAMP "ANVIL" FIG. 103 OR APPROVED • EQUAL 16 QI 40 •`iiiir DO NOT DRIVE ON VAULT '` 33 �� _ 17 I' 11 •• 1 111111 (TYP. 3) L'4 I 0 - (TYP. 3) - 0 ' I ; N. �/" r_ ply--�II�- (TYP. 34 HINGE 'l J II '' C/L PUMP NO. 2 C/L WET WELL C/L VALVE VAULT __fli■I I I�I�I �' � 4. fir— .• (TYP 2) �y . - CI, T �4V i % .�II 40,IIII e s 0 j' i (TYP. 7) i (TYP. 3) `` �. , /�► I=ilia -- ,, BLIND.. FLANGE 1 HINGE * ` I� • i� I . J• + (TYP. 3) it 3a , /w "` 0 L W (TYP.) ' I ss VALVE I VAULT J 32 12" '. • 45' ELBOW I.E. 22.95 (TYP. 3) 0 0 VLF 11.-0" C/L WET WELL C/L PUMPS - rl 10" 90' ELBOW ELBOow r ,/ iy � III •,��4 J' '•i• . i (TYP.) 18" THICK CONC. TOP SLAB, FOR REINFORCING SEE SHEET US07 12' DIA. PRE —CAST WET WELL, ASTM C-478 1_-1! III 1MIL I I I_ #11111IIIIIIIIIIl1 304L SST CABLE HOLDER "FLYGT" MODEL NO. 639 07 00 W/ (5) HOOKS, (TYP. OF 3) 2 HOOKS, SEE DETAIL (FOR FLOAT SWITCH 0 AND STILLING WELL, SEE SHEET UE04) WET WELL, VALVE VAULT AND METER VAULT PLAN SCALE: 1/2" 1-0" ' 1 PUMP NO 1 I¶I i1II I IHiI II J = II -. B0111111II 111111Fr'N I it U I LII - LZIn1�.1 11II"`' 111i. f,H1111WELL 1 I ,111 0I111111' ,I I III II II falIIIIEI MUMPLIml TI 1I111E1 TIMID 11I11i I HIIIIII 1111=1111� I IIIl1E1 IMP!" �811f, ! .11JI I111u1Ii 111' I.. 1111}Ifllllii:11�11� Ma PUMP N0. 3 a r CGD SEE 'SHEET UE04._.. 14'-2" SQ. TOP SLAB 39 8" FLANGED COUPLING ADAPTER W/ RESTRAINT JOINTS 40 3" "ZURN" FLOOR DRAIN MODEL NO. Z-730—V W/ BACKWATER VALVE CI 4'-10" x 4'-10" PRE —CAST CONCRETE VAULT (FULL THICKNESS WALL) 0 STANDARD DEFORMED STEEL REINFORCED POLYPROPYLENE PLASTIC STEPS (LANE MODEL NO. P-13938) SEE SHEET UCO3 FOR CONTINUATION 14.--0" '[\ HOIST MOUNT SLEEVE ("UCL ADVANCED HOIST SYSTEM" OR EQUAL) 20" CANAL SLIDE GATE, FLANGED FRAME (NORMALLY OPEN) (FLG. x P.E.) 6 L.F. i1 C/L ` I PUMP NO. 2 3'-11" '�— SAND COATED [ BELL W/ RUBBER GASKET JOINT OR USE FLEXIBLE JOINT a 2" W in P • w J w z Y4"WW/YARD &— POST HYDRANT AND HOSE BIB, SEE DETAILS SHEET UDO1 REMOVABLE BOLLARDS (TYP. OF 4),SEE DETAIL igli CL wl MANHOLE. ' j• 6'-0" SQ. 12" THICK CONC. TOP SLAB, SEE DETAIL • • INFLUENT MANHOLE I.E. 7.02 IN I.E. 6.92 OUT HOIST MOUNT SLEEVE ("UCL ADVANCED HOIST SYSTEM" OR EQUAL) .IIr 1111111111111111111111111111111111 1191118t111 1 1 11 1811111111111111111 I I I I! 1 1 1 1 1 1 4 1 1 1 1 1 1 1 C/L MH ♦ 1.0.\\\ ♦♦♦♦♦♦ ♦♦♦♦♦♦y ♦♦♦♦♦♦y ♦♦♦♦♦♦ ♦♦♦♦y ♦♦♦♦♦ ♦♦♦♦ ♦♦♦ 20"x12" FIBERCRETE CABLE TRENCH (3 PUMP DISCONNECT CABLES & LEVEL CONTROLS), SEE ELECTRICAL PLANS AND SHEET UM06 II11 ICI I I I IIII IIII 1 If II 1 42" x 20" PUMP DISCONNECT PANEL, SEE ELECTRICAL PLANS CONTROL BUILDING, SEE SHEET UCO3 & STRUCTURAL SHEETS O 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 z7 28 29 30 31 3z 33 34 35 36 37 38 LEGEND OF VALVES AND FITTINGS 10" D.B.P., CL. 52 10" x 8" WYE (FLG.) 10" D.I.P, SPOOL (FLO.). 7Nz" LONG 10" MAGNETIC FLOW METER — 'ROSEMOUNT' MODEL 8705TSR100C1W3NOG1 (PROVIDE 10" FLG. SPOOL TO REPLACE METER) 10" D.I.P. LONG PATTERN FLX. COUPLING W/ RESTRAINED JOINTS 10" FLGANGED COUPLING ADAPTER W/ RESTRAINED JOINTS 8" PLUG VALVE (FULL PORT) W/ HANDWHEEL (FLG.) 8" 90' LONG RAD. ELBOW (FLG.) 8" D.I.P. LONG PATTERN FLX. COUPUNC W/ RESTRAINED JOINTS 8" D.I.P., CL. 53 8" 45' ELBOW (FLG.) D.I.P., CL. 52 (FLG. x PE.) 8" CHECK VALVE (FLG.) 8" SUBMERSIBLE SEWAGE PUMP "FLYGT" MODEL NO. NP-3127, 421 LT IMPELLER W/ MIX —FLUSH, 10 H.P. MOTOR. 1735 R.P.M. WET WELL HATCH COVER (3x) PER "FLYGT" MODEL "FLET—HD-42x98SH" W/ SLAM LOCKS AND SAFE HATCH SYSTEM OR APPROVED EQUAL 16'-11" x 9'-1" PRE —CAST CONCRETE VAULT (FULL THICKNESS WALL) "L.W. PRODUCTS" NO. HS-3A ALUMINUM 36" 5Q. ACCESS HATCH W/ DRAIN CHANNEL, SPRING ASSISTED DOOR, SINGLE LEAF LINK SEAL AND GROUT FILL "STANTON" PIPE SUPPORT ("ANVIL" FIG. 264) 2" SEWAGE COMBINATION AIR VALVE, "VENT-0—MAT". TYPE 2 MODEL NO. 050—RGX1021 (75 psi) ANGLE CONNECTION, SEE DETAIL r0 INTERMEDIATE GUIDE BAR BRACKET 2" GUIDE RAIL, SCHEDULE 40 SS PIPE (2 PER PUMP) 3,4" ANCHOR BOLT (4), SEE DETAIL PRESSURE GAUGE ASSEMBLY, SEE DETAIL 4" PVC, SCH. 40 DRAIN LINE 3" PVC, SCH. 40 DRAIN LINE 4" "ZURN" FLOOR DRAIN MODEL NO. Z-730—V W/ BACKWATER VALVE "L.W. PRODUCTS" NO. HS-39 ALUMINUM 36" x 42" ACCESS HATCH W/ DRAIN CHANNEL, SPRING ASSISTED DOOR, SINGLE LEAF (INFLUENT MANHOLE) WALLMOUNT LADDER W/ 2" FLAT BAR TREADS AND SIDE RAILS W/ OWNER SUPPLIED LADDER —UP ATTACHMENT "ANVIL" PIPE SUPPORT, SEE DETAIL 1,r PVC, SCH. 40 PIPE (ACCESS HATCH DRAIN) 2" PVC, SCH. 40 (AIR VALVE VENT) 2" SST ISOLATION VALVE AT AIR VALVE "L.W. PRODUCTS' NO. HD-1E 36" x 96" ALUMINUM ACCESS HATCH W/ DRAIN CHANNEL, SPRING ASSISTED DOOR (VALVE VAULT) 20" D.I.P., CL. 50 (FLG. x P.E.) 60"4 FLAT TOP MANHOLE — ASTM-478, SEE DETAIL MAINTENANCE PLATFORM, SEE DETAILS ON SHEET US08 CALL 48 HOURS BEFORE YOU DIG COMMON GROUND ALLIANCE ���"`^ an ,'.� � a. • 1908 y z �a By Dale DAVID ANDASSOCIATES INC. FEDERAL AID PROJECT NO. STPUL-1041(00F•) SOUTHCENTER PARKWAY EXTENSION FaeNo. UM01 Designed JAG 02/10 T 7r T T�� 7r—� �i.�3LI( YY C S LJ SG 02K0 4 143 257 _RT.. *ENGINEERING *STREETS*WATER*SEWER•PARKS• BUILDING* Checked ssS 0u10 P'g Erg.MO °z"° BeJ1ewuaW8shington98005-3518 Phone: 425.519.6500 PUMP STATION NO. 11 WET WELL & VAULT PLAN AND MOTES TUKA0001-unn,.a•p_ Pro] DU Scale AS SHOWN FieldBk# No. Date Revisions Date owe J FIBERCRETE TRENCH W/ OPEN BOTTOM, SEE SHEET UMO6 FIBERCRETE TRENCH W/ SOLID BOTTOM, SEE SHEET UM06 F.S. 31.70 TOP SLAB CGD, SEE SHEET UE04 12' DIA. PRE -CAST WET WELL, ASTM C-478 "RAVEN 405" COATING — EL. 22.00 BY-PASS (OVERFLOW) ANCHOR STRAP AT EVERY QUATER ~--.. (TYP.). SEE DETAIL ASPHALT COLD TAR COATING 4" PVC STILLING WELL W/ (2) OFFSET PIPE CLAMPS (OWNER PROVIDED) EL. 11.50 HIGH WATER ALARM/ EMERGENCY PUMP "ON" EL. 10.00 PUMP NO. 2 "ON" EL. 9.00 PUMP NO. 1 "ON" EL 6.75 PUMPS "OFF" EL. 5.67 MIN. LEVEL EL. 4.50 BOTTOM OF WET WEL SEE DETAIL 4 EL. 22.50 14'-2" SQ. TOP SLAB 2'-8" CLEAR OPENING rt_ a. a 2'-8" CLEAR OPENING 2'-8" CLEAR OPENING a1 a. US U J 0 � F, S. 31.70 2 HOOKS 11 WET SEE DETA L WELL AEI TYP. 2'-9" TIE OFF TO 11111 4D 2'-9" "RAVEN 405" CO,TING WET WELL WALL II 11 (TYP.) HIGH WATER ALARM FLOAT SWITCH (OWNER PROVIDED) TYP. I 304L SST CABLE HOLDER "FLYGT" MODEL NO. 639 07 00 W/ (5) HOOKS (TYP.) 4" A.C. PAVEMENT/ 8" CRUSHED ROCK (%+"-0" W/ GEOTEXTILE FABRIC) C/L EL. 26.42 ASPHALT COLD TAR COATING EL. 19.83 ANCHOR STRAP SCALE: N.T.S. 2" NOTE: PAINT PIPING W/ EPDXY COATING - GRAY. (TYP. ALL PIPING IN WET WELL) SEE DETAIL (TYP.) �/ FOR OPTIONAL 1 (CUTTING SHOE,SEE DETAIL PROVIDE (2) MATS #5 0 12" 0/C E.W. TOP & BOTTOM (3" CL.) LIM PROVIDE MIN. 12" 1)i"-3'4" CRUSHED ROCK COMPACTED TO 95% 304L SST CABLE HOLDER "FLYGT" MODEL N0. 639 07 00 W/ (5) HOOKS 316 SST. "FLYGT" MODEL N0. 613 68 04 GUIDE RAIL BRACKET W/ (2) HOOKS (2) 2" SST. GUIDE RAILS %" 0 HOLE FOR 34" ANCHOR —Ck JOINT IE' 2" x 1z" x1'-0" (GALV.) GUIDE RAIL CONNECTION SCALE: N.T.S. 12" 12 L 6 x 6 x 3/8 x C-5" 0 2'-0" 0.C. W/ (1) 960 SST. ANCHOR BOLT EMBEDED 7 1" MIN. W/ HILT' HIT -RE 500-5D ADHESIVE PRE -CAST CONCRETE FORM TO MATCH PRE -CAST 0-RING GASKET OR GROUTED JOINT (0-RING SHOWN) 1'-6" CONC. SLAB SHORT SLOTTED HOLE FOR %'a"0 SST. BOLT W/ NUT & WASHER EMBEDED 6" MIN. BOTTOM SLAB CONNECTION SCALE: H.T.S. 3" "ZURN" FLOOR DRAIN W/ BACKWATER VALVE 4'-10" x 4'-10" PRE -CAST CONCRETE VAULT (FULL THICKNESS WALL) STANDARD DEFORMED STEEL REINFORCED POLYPROPYLENE PLASTIC STEPS (LANE MODEL NO. P-13938) MODEL NO. 2-730-V 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 3B 39 LEGEND OF VALVES AND FITTINGS 10" D.I.P., CL. 52 10" x 8" WYE (FLG.) 10" D.I.P. SPOOL (FLG.), 7) " LONG 10' MAGNETIC FLOW METER - "ROSEMOUNT" MODEL S705TSR100C1W3NOG1 (PROVIDE 10" FLG. SPOOL TO REPLACE METER) 10" D.I.P. LONG PATTERN FLX. COUPLING W/ RESTRAINED JOINTS 10" FLGANGED COUPLING ADAPTER W/ RESTRAINED JOINTS 8" PLUG VALVE (FULL PORT) W/ HANDWHEEL (FLG.) 8" 90' LONG RAD. ELBOW (FLG.) 8" J.I.P. LONG PATTERN FLX. COUPLING W/ RESTRAINED JOINTS 8" D.I.P., CL. 53 8" 45' ELBOW (FLG.) 8" D.I.P., CL. 52 (FLG. x PE.) 8" CHECK VALVE (FLG.) 8" SUBMERSIBLE SEWAGE PUMP "FLYGT" MODEL NO. NP-3127, 421 LT IMPELLER W/ MIX -FLUSH, 10 H.P. MOTOR, 1735 R.P.M. WET WELL HATCH COVER (3x) PER "FLYGT" MODEL "FLET-HD-42x98SH" W/ SLAM LOCKS AND SAFE HATCH SYSTEM OR APPROVED EQUAL 16 16'-11" x 9'-1" PRE -CAST CONCRETE VAULT (FULL THICKNESS WALL) "LW. PRODUCTS" NO. HS-3A ALUMINUM 36" SQ. ACCESS HATCH W/ DRAIN CHANNEL. SPRING ASSISTED DOOR, SINGLE LEAF LINT; SEAL AND GROUT FILL "STANTON" PIPE SUPPORT ("ANVIL" FIG. 264) 2" SEWAGE COMBINATION AIR VALVE, "VENT-O-MAT", TYPE 2 MODEL NO. 050-RGX1O21 (75 psi) ANGLE CONNECTION, SEE DETAIL INTERMEDIATE GUIDE BAR BRACKET 2" GUIDE RAIL, SCHEDULE 40 SS PIPE (2 PER PUMP) 34 ANCHOR BOLT (4), SEE DETAIL PRESSURE GAUGE ASSEMBLY, SEE DETAIL 4" PVC• SCH. 40 DRAIN LINE 3" PVC. SCH. 40 DRAIN LINE 4" "ZURN" FLOOR DRAIN MODEL NO, Z-•730-V W/ BACKWATER VALVE "L.'aV. PRODUCTS" NO. HS-38 ALUMINUM 36" x 42" ACCESS HATCH W/ DRAIN CHANNEL, SPRING ASSISTED DOOR. SINGLE LEAF (INFLUENT MANHOLE) WAILMOUNT LADDER W/ 2" FLAT BAR TREADS AND SIDE RAILS W/ OWNER SUPPLIED LADDER -UP ATTACHMENT "ANVIL" PIPE SUPPORT, SEE DETAIL Ira 17¢" PVC, SCH. 40 PIPE (ACCESS HATCH DRAIN) 2" PVC, SCH. 40 (AIR VALVE VENT) 2" SST ISOLATION VALVE AT AIR VALVE 'L.W. PRODUCTS' NO. HD-1E 36" x 96" ALUMINUM ACCESS HATCH W/ DRAIN CHANNEL, SPRING ASSISTED DOOR (VALVE VAULT) 20' D.I.P., CL. 50 (FLG, x P.E.) 60'0 FLAT TOP MANHOLE - ASTM-478, SEE DETAIL MAINTENANCE PLATFORM, SEE DETAILS ON SHEET US08 8" FLANGED COUPLING ADAPTER W/ RESTRAINT JOINTS CALL 48 HOURS BEFORE YOU DIG COMMON GROUND ALLIANCE By Da1e DAVID EVANS ANDASSOCIATES Inc. FEDERAL AID PROJECT NO. STPUL-1041(001) SOUTHCENTE�R+ PARKWAY EXTENSION File No Designed JAG 02110 UMOS PT7BL,I' UL7"C�RK.S DL�PT_ Dram EIa3 02110 5 d 257 JJJJJUUGGG���145 *ENGINEERING*STREETS*WATER*SEWER*PARKS*BUILDING* Checked sBs on Pr IMF 02110 n 415-118Ingt0n AvenueSE Bellevue WPhonsigo 425.519.6500800518 PUMP STATION NO. 11 WET WELL SECTION AND NOTES nlxnaoof utimav� P�01� Scale AssHotiMv FleldElk 0 No. DalelRerisiona Date own .004 1Z' 'Fs11..4.4,'Q.6,10F "SCUTTLE-, TYPE V-0- x Z'-O" FOZ LAOOEE AGLE4 t S 1z"E.w. Tor AND PbOTTDM I 12 E- T A I L H 1 NOT TO S0ALE- 10' •STL-EL PIPE- PZOVIDE FIF5F17.41.AS9 INhULATION AEOUND PEAZE I0"4TEEL PIPE 3'MIN. LOB VEZ 10"TEE- FSENDS FLEXIFbLE GOuPL!NS ", STEEL d!PE, AND FITTINAT AS ZE4'D. 0- hTL. L A _ A 1 L NoT -r 504.E O SOTTOM &LEI. Z1.0' \,,011TEALL pJ t0'' •STL. F02GE- MAIN tLUR.A.EZ HA''ILET JOINT LONFOlzMIIVAt TO A...TM 4443 WATEZ .5atFA4E Z4.` a. /' Z ta' `^ vgx 5�i� LI_w!E fir\ PZ,OViDE •SAGIc GIMENT elfICAP =i' WIDE- AND FULL D -PTIh _ 7e z G"'STL FOZGE MAIN / FUTUKE- A N DOVcR PAV WE-4T (Gt-v AVE. h0.)� NORTH IO" T1SEE IO" NP FLAf4 MI4 f GO LTILI ',' EA.5EMENT T 12 I R, a -" 1 £P N 4GA LE. "= I: ' / AiEN17, 1-I0FS P_ L AN IS - AG hE E S44T 2 cae �FTr= rPLAN. IS' *EWEZ PIPE, IMUDT- FZOM r TO EAhT rzaPEiCTY LINE IZ" , WEZ PIPE, 7NFLL1ETiT., Fft.M M}I . TO NOKTLI rem,: LINE- ELEV,15.0 HI LEVEL ALAZM *tZ PUMP -ON LIFT`SLATIDN MANFIOLE GOVEZ. E0LAL TO OLi+MPIG F'aurUR'4 6a. M. 8Z3 !ZR ELEV ZZ.O /, �rRY�oc,yt 4LAR. W!Ti-I.48" G =o'± OFFSET 1.10LE:' It 1 PUMP DN EL. s►Z PUMP' OFF ELEV. 0..0 10" PUMP GNAMF*,£Z, 60NFO7MIN4 TO ASTMGilr,GLA44I 4.'.•=>^i3OO#Ph1' 4tC. ESUF3MLEiz PIPE HUMP PoMr 141.7Mr" PUMP F71414AZST2 X .10'1.9! WET WELL. WATEP As -me eax wf I4O f3(FJ• E4tlAI._T LJ1=1�1— 14-90 Id 4EYVEft rire- .i0'I.17. STAN17A1Zi7 ZEINFORGE✓ GONG. , PIPE- hLora. FLGF0(t TD i,!rfr T NaIZT4-1 LONNELTl011 FOR zj4•W�7EiL 5' Of W E 1 W - L L. ® PUMP-GOENELL VEZT FZAME MTD N LIT 0 111S f<PM _--AAOTOILL•, a Lod 414E4K VALVE., fL. O 4.".1a'REND, a'1 ® 4.' HATE VALVE, FL. ® G„wL.•xSe TEE, FL GO" Al. rIPE- 3=0 161• 1 B"'!ATE VA V t FL T SGALfr (It 3' -` \h1-1AFT GOVEZ SEE t7ETAtL N0 j., I1- \<auMP iP'GO!•IGKETE GOLLAI? GrZOUNil ELEV. ZZ. NT 'PI LANDtNIr P' I u M f G N PUMA i'1 S _ — FL�0Z ,uou.. riLOPG TO HUM F' a„ PLIt�P SUALL F3E MOUNTED 01`4 4" {1IG11 LO144. pEDESTAL_ AM P E - 8"s 10"4I. WALL. hPOGL ft,- l a' x 8" T ' OK? RikHP, PL. 10' ApAPTD2 I O" A-G. PZE+SSufzE LINE- g"GIATE, VALVE.? f I.. x M•J. S " G.1. PIPE 1'-G"= 314.944110n4 I' A- - --- T GITtiI OF TA.i<W11.4 r5 4"G.I riF'1 4`a"-. L. iiOTE SUMP PUA4F D1�iGr1�¢1�E: LINE 5144LL 1.4AV& A LI1EGK V2LV IN /l L.4p. a t Li HARSTAD ASSOCIATES INC LJ DmmEaS • PLAN/SIRS SAMMAMISH COMMERCIAL CO INC. ANDOVER LIFT STATION JOB NO. 3111 DATE tY OV, IgbT SCALE DRAWING BY ti Y CHECKED BY %'%O 4L 7.v, RAVED, SHEET OF___ Z--_ 71.Y.! NOTE: SEE DETAIL A FDI2 TRAt 1SFDRNER GONNEcTIONS &, 3 24' 44' CB3 � IIS. 441 1 I 1 Ixr 00® O I 0 O LIFT STATION E LECTKI`4,L. Xl 120 V. 1.5 KVA TIZAW,FORME2 1,1 O T E 1.-ri-1E- Di.szaNNEGT FOE' E.A414 MOTOR SHALL R.,S• Fart TP ULTIMATE. IrilTIAL INSTALLATION FOK IO tt�. 2.MOTOIZ LEADS hl-1ALL ISE N= In AW4. N' 2i hNALL hj"A�% i�L>MP NE 2, AHD AL-NATE H 1414 WATEM. 41-42M 11,4 GIT+1 a -TALL. PUMP N0.2 ALTEPAAToR Ii4TAKE VILTE TANK LEGEND: — l,F RECTULATOR. Ro-TAMETVK Gg-GIfRGU1T 5IZEAKER MG -MOTOR 60NTACTOR M - GOirn?vc55tliZ MOTOR T I - TRANSFD R MER PS- PRESSURE SWITGI4 HOA- HAND-OFF- AUTOMATIC SWITGA TNI=RMAL OVBM-DAD 1 1M= 1 Ohri NGr -MO Mil 1Z�-gPT,AAASTa•Z reec_,2. tQL ALTO6=QI.'1HEES R ' CONTROL 'LAY DVNN 211 -x6XP I GArAGITOZ. 8u B6LER TUBE O- Ar5ANPOMi. t8`_. 4, A1.4VOVC-rt P'AIZIL 4\1S4 Iz° GO'UTIL,1 E-A.SEM6-riT i aaE 518 411LG05. "/4 "G,O FOK TEL.:59149 ," liNF72:Z/7�ZOtH"D tM.:vTi G63i,: UTILI?=� TQAi4�,F. VAu1-T w/ 4A+o1,401.E44e00 �s?vTILIT 1 /z"L. ewe x7EzviGE I TLIW W IMES _MOM AD K:'EMT P T¢ANSF MK GI.► MSEIZ. LIfT 4TATIOri PSOUNDAZ't) METE:K 4,EZVIG6 PEZ F.i ?? 4-,TAr4DArzDS. ALTrrurE RAGE 91tEs, 5W 4 ricr. sw 2 Ior ZOLLEI7 Ah'4aALT 6UZP5 Aht%uAL-T hue E I/2" SASE LOU24G aF j 4" MINu�i atZuhl-►EP I�Rr ul��r- GoMPAGT£P hL1FSG2ADE- 2Yz" LEVELirth E OF `/g" MINI -IS Geustaa0 ecGrG AhPu,4LT ktz. EA rrcT - To SG 4LE_ Z- 4" VEr1T T'IPE, L-IALV, W ITi4 i-AG1dI7 12A 14,7E " .4,5, I.�-ll�tit�lt iTa IL, -TS. APPIZOV E2 1961 GIPY1 OF TUKWILA n SAMMAMISH COMMERCIAL CO. INC. m HARSTAD ASSOCIATES INC L,J ENGINEERS • PUMMELS ANDOVER LIFT STATION JOB NO. DATE 'GET? Co-r SCALE - DRAWING BY .QD• CHECKED BY SHEET ( 2 )� OF...__ 6•00re1 Pirivf4RTY Lime IB" IN&L.uENT '-EK/E!Z F'itom M M 1 / �to'r.v 4TAeC* P CalricCCGEc, GOt4<i,'E1£' PIPE - 6-ti x !O'TOP 4LAI5 WIT7-i 4s' oFF4ET NOLE- NFL-DENT !StYf� I.e. 4.8i ht COLE- pCOP' FKaAA TIZAr►A,F-, roLE row><tt rol.E ara DETAIL Ne Z rift bNP' AP hTITia �y IC .Goss ( ti A N 4,4ALf )s. MANmeLE zovEit E& 41. TO OLVMPI6 fothiVKYGo, 141 =sSZ'S 90" I.P. 4TAN2AitO >?FINioQG4I7 6drieZETO LEV. G•O L Y V ,4 T 1 4 2- 1 Z44 t APOvriP El£VA-riot-i Zz.a of Fo¢: Yv-ar }SOFSFiL&ft ewe- Y4"41)Mr PLiMP' 9'1.5441$QhE (hoafs, wmf-N TATfON dOMALiTE17f)T fi"LI. PIAF V a N 1Gjt4" ?irk EHOLAP 4MITL1 gLArz GoZ T FJO'( A 10 56A1 — L. IP "hT£FL., ruff. r�NK�oppvuv PI fr Y6+LA6 i °fit MIN_ _ . Z(r -il„ 11 lit -111 .. ..:.1�=--�:-::.-...--. _.. I0" TEE I=iEN17h- FLEXIF,LE 100PLIr4474, 4-re QIrp, ANC? FtTTINer4 A4 2E417. fr T A I 1. fr.OVl7S <'L61 6y/AENT ZrreAr min.-cHI7 �uLL N� 1 N� Z 'NOT To IiGAL-fr fjo-TTOM •ELEV. 1 a 0DTFALL 10' TL. FoZ6E MAIN , h-rL. FPE6E' MAIN / FL)TIIrCf3 =, „0• to"- ' *ENG', H Li 13. to Ac YKFvilKE LtnE- EVbTAILNe1 IS" A6 ANFOVEZ rACK (GAR° AVE-. 10" TEE- IO" fLANhE/ f Mi-11 4a'I TILIT4 Ea -'•_!LENT NO 4.4 2)I h T 2 I FS U T I O N L A N A L 4- I" Ip0' L 1 FT',TATI ON yslTE- ' AMMAM164 C2MMUG1A( L11 IN6. m ANI7 Va' eA'k' LJPT '7TATI&N T � /r14®41 rY rAZEL I T! E 2 JOB NO.4 8 1_ DATE SCALE DRAWING BY-''7 CHECKED BY ._ APPROVED, T1i W L L HARSTAD ASSOCIATES INC 0 BIBRIFERS • PWO@S SHEET OF -- Top PirEi i"- E - �7._1 i.:.!:y- Imo}]• J bard. rJ;!i,1J3�r,- LaK:,^� ..IJ„ it n. t ✓ -� FFE. X7In! 1-r/� w111 I ! r `r ter J -i r-A J � C 01411- J- I v r{ a GJ'_ A J: r.a ; 2,4 N LiJI'?j• c- —r_q ,MAIN- R, V.J1410• j 'J \\/,2E IP-'aF �r l JN L- 3 ry L FIFE 5-'F'.�.XC 1 Sfft p ALIVE Il l ., L' L n. 1971 CITY OF TUKWILA r r, JUL 1 911 tip o AfJDOVLR._ c-M1 I?ne Scale \icrt Flntr Designed Drawn {,--•j� (:hocked Appnrved SHEET I !TIT'21"'I'!'I'!'I''.'1".I !'1 ,, I'1" " I I I i I iaryrs. � - - 2 w,r LAKESIDE PUMP AND EQUIPMENT MANUFACTURING NG CO.„ INC. A ! / yf / FfO ✓ nu ItL(xnf/o/ of • f /6 !c.q �J I ELEV /F.' HYT II 1 INCH C.1. SUCTION PIPING CLASS 150 2 4-. INCH GATE VALLVE AWWA IRONBODY BRONZE MOUNTED DOUBLE DISC NON -RISING STEM TYPE 3 -...: CORNELL MODEL4NKT PUMP _ _ HP 8oc% RPM CAPACITY _/C2G _ GPM TEM 4 '2—FNCH BY_1_INCH FLANGED BROI,ZE FITTED OUTSIDE SPRING AND LEVEE CHECK VALVE 5 _`1 _INCH BY-4__ INCH FLANGED C.I. 90 DEGREE ELBOW 6 4 INCH GATE VALVE AWWA IRONBODV BRONZE MOUNTED DOUBLE DISC NON -RISING STEM TYPE 7=¢—X.251X _4_ FLANGED C.I. TEE 8 4 INCH C.I. DISCHARGE PIPING CLASS 150 9___CONTROL PANEL 10J.—SUMP PUMP 11 / BLOWER 12 j DEHUMIDIFIER 13 k2 INCH BUBBLER LINE GALV. 14 // INCH SUMP DISCHARGE GALV. • 2/.0 ok' ,'\ _ ELEV ' EI_EV. 20.G4 q' L DIA NIn, vho/F° • . // ELEV LAKESIDE MODEL LC C9NGRETI PAC`:(AGE: STATION .`1 MIN VLE1. EN T L 1 FT TAT i0i`,1 4 ItY 14 ( ;1 3 `) 4 PL. 1 �'�ll�nnvn_�Q<7oC1 no°p-,.°4�'Tnoq�7(JQ. 7'41 .• 12/02 e✓;3f' 3ha 41. e. o I JP/7-1 - in WV: IV1I,IIIII+IIIIIi I1III111111IIIli11P11191 1IIILIllltlli.Il)IIi1IFlflllllllllliild IlllllllllllllI LEGEND t 3 „,.11r, ,415!" r. r AVE AC BLK 80 CTR CAP CB CI E CLR CMP CO CONC CONTR CY CL CF DI DIA DIM DWGS EA EL ABBREVIATIONS AVENUE ASBESTOS CEMENT PIPE BLOCK BLOW OFF CENTER CORRUGATED ALUMINUM PIPE CATCH BASIN CAST IRON CENTER LINE CLEARANCE CORRUGATED METAL PIPE CLEANOUT CONCRETE CONTRACTOR CUBIC YARD CLASS CUBIC FEET DUCTILE IRON DIAMETER DIMENSION DRAWING(S) EAST EACH ELEVATION EL ELBOW OC ELEC ELECTRICAL PP EXIST EXISTING PE FIN FINISHED PERF FL FLANGE PVC FT FEET PVMT F FORCE MAIN OTY GA GAUGE RCP GALV GALVANIZED RR GI GALVANIZED IRON R GV GATE VALVE R/W ID INSIDE DIAMETER SSMH IE INVERT ELEVATION S IN INCH SO L LENGTH SCH LB POUND SF LF LINEAR FEET SHT MAX MAXIMUM SPECS MIN MINIMUM STA MJ MECHANICAL JOINT TEL MISC MISCELLANEOUS TYP N NORTH NO NUMBER W/ NTS NOT TO SCALE VERTICAL DATUM: CITY OF TUKWILA VERTICAL DATUM (NGVD29) METRO BM ES447 EL = 24.645 AND MON. AT THE INTERSECTION OF STRANDER BLVD. AND ANDOVER PARK WEST EL. = 24.43. ON CENTER POWER POLE PLAIN END PERFORATED POLYVINYL CHLORIDE PAVEMENT QUANTITY REINFORCED CONCRETE PIPE RAILROAD RADIUS RIGHT—OF—WAY SANITARY SEWER MANHOLE SLOPE SOUTH SCHEDULE SQUARE FEET SHEET SPECIFICATIONS STATION TELEPHONE TYPICAL WEST WITH SURVEYOR: THE MCANDREWS GROUP, LTD 914 140TH AVE. NE, SUITE 100 BELLEVUE, WA 98005 PHONE : (425) 378-9407 INDEX SHEET NO. DESCRIPTION 1 VICINITY & LOCATION MAPS, ABBREVIATIONS, SYMBOL LEGEND AND INDEX 2 SITE PLAN 3 DEMO PLAN 4 DEMO PLAN 5 PROPOSED PLAN SHEET 6 DETAILS 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 SITE 19 SYSTEM INTERFACE INC. DRAWINGS COVER SHEET DRAWING SCHEDULE ABBREVATIONS AND SYMOLS VICINITY & LOCATION MAP PANELBOARD & CONDUIT OVERALL SITE PLAN EXISTING SITE PLAN MODIFICATIONS EXISTING ELECTRICAL RTU & MCC PUMP #1 AND PUMP #2 MOTOR#1 AND MOTOR#2 CONDUIT DETAILS EQUIPMENT DETAILS PEDESTAL & GENERATOR LAYOUT POWER DISTRBUTION PANEL SYSTEM ONE LINE DIAGRAM ONE LINE DIAGRAM SYSTEM PUBLIC WORKS DEPT. -ENGINEERING-STREETS-WATER-SEWER-PARKS-BUILDING- designed by AC dote 7/2/02 drawn checked prof eng proj dtr kc 7/2/02 field bk no LIFT STATION # 12 UPGRADES PHASE 2 VICINITY & LOCATION MAP file no nn dote revisions scale date 1I !'i21 "I 4 I SZ L7. "I°• 7.1T. ITZ OT GI I Sit 41 91 6 CONSTRUCTION KEY NOTES IIIDEMOLISH EXISTING SIDEWALK. ® DEMOLISH TREE AND ROOTS. DEMOLISH EXISTING POWER PEDESTAL. DEMOLISH EXISTING IRRIGATION VAULT. DEMOLISH EXISTING WATER VAULT. miPROVIDE GENERATOR PAD PER PROVIDE CONCRETE SLAB FROM GENERATOR PAD TO EXISTING AC PAVEMENT. MATCH EXISTING GRADES. To 7 0 ;qilll.a 23 CAL i, ., 6 /2 !!\ 16. 42 "`I I5; 7 166 . CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 PROVIDE 2" WATER SERVICE PER TUKWILA STANDARD DETAIL WS-2 1111 PROVIDE 48" X 24" X 6" CONCRETE SLAB. 3000 PSI MIX. SERVICE ® ORo DEOR FENCING AG" SAFTEY FENCING. CONNECT WATER LINE FROM RP DEVICE TO EXISTING WATER IN LIFT STATION. PROVIDE ALL FITTINGS AND PIPE. PROVIDE HOT BOX MODEL HB 2 WITH GFI PROVIDE 2" FEBCO RP MODEL 825YA PROVIDE 2" MAIN GUARD HYDRANT MODEL 1 77 BY KUPFERLE. LOCATE THE MAIN GUARD SOUTH OF THE HOT BOX. EXISTING PUMP HATCH PROVIDE TEMPORARY PUMPING OF SEWAGE DURING UP GRADES OF PUMPS. SEE SPECIFICATIONS FOR REQUIREMENTS. A PORTION OF THE SEC. 26, T.W.P. 23N,, R. 4 E., W.M. TUKWILA, KING COUNTY, WASHINGTON 0 SD PUBLIC WORKS DEPT. -ENGINEERINQ-STREETS WATER -SEWER -PARKS -BUILDING - 4 1"Ll\a`I7. I by date designed MPC 11/03 dro checked MP 11/03 pro0 eng prof dir MP 11/03 field bk no I 0 111 0 NOT USED. EXISTING SHEET METAL VENT. AROUND WORK AREA WITH PROVIDE BROWNFIELD OR CIRCLE A-W METER BASE ON 6" CONCRETE SLAB. SEE SPEC FOR MODEL NUMBER. EXISTING WATER SERVICE I� 7 ® EXISTING FORCE MAIN ® EXISTING POWER CONDIT II II 4`3'5,.:`rya/-/ s m Wu 1001 ilkIJCENTER MALL I 41. PROJECT SITE S'IWCat rw VICINITY MAP NTS GRAPHIC SCALE IS A ]0 SCALE: 1 "=20' so ( IN FEET ) 1 Inch - 10 it `0 11 16 RCP T R OF ,0i-[6 r = O. 00 1 2 'r L _ _ �0 �� F FL 0 /' 5 LI _ Li R/W REFERENCE: RIGHT-OF-WAY INFORMATION SHOWN HEREON IS BASED UPON MONUMENTED POSITIONS. WHERE MONUMENTED POSITIONS ARE NOT SHOWN RECORD INFORMATION WAS USED. PLOT OF ANDOVER INDUSTRIAL PARK N0. 1-4 -KING COUNTY ASSESSOR'S MAPS HORIZONTAL DATUM: :PIRES:SI I2-1 CI1 121 21 U.3 WASHINGTON STATE PLAN COORDINATE SYSTEM, NORTH ZONE (NM 83/91). USED WSDOT STATIONS GP17005-106, GP17405-62 AND HC17-6 LOCATED IN THE CITY OF TUKVALA VERTICAL DATUM: USED CITY OF TUK91LA VERTICAL DATUM (NGVD 29) BENCHMARKS USED & PROVIDED BY THE CITY OF TUKWILA WERE METRO BM ES447 EL = 24.645 AND MON. AT THE INTERSECTION OF STRANDER BLVD. & ANDOVER PARK WEST EL = 24.43 SUBSTRUCTURE NOTE: BURIED UTILITIES ARE SHOWN AS INDICATED ON RECORDS MAPS FURNISHED BY OTHERS AND VERIFIED WHERE POSSIBLE BY FEATURES LOCATED IN THE FIELD. WE ASSUME NO LIABILITY FOR THE ACCURACY FOR THE FINAL LOCATION OF EXISTING UTILITIES IN AREAS CRITICAL TO OF THOSE RECORDS. DESIGN CONTACT THE UTILITY OWNER/AGENCY. LIFT STATION # 12 UPGRADES PHASE 2 SITE PLAN no dote revisions 6 file no scale dote 5,.... OS f7187 LIZ RE Si, 67. Ci7 7.Z IZ 0'Z OIL 811 LI 91 li EXIST. INLET PIPE IUIIj, SUMP DISCHARGE UP LANDING STD ,FLANGE 1 II EL 3.25 .ls , III l ll 1n Ir [ Ii__ E. : ■ I. �InI p N IgNK I.u. I�If•. N l► 11. *��1II��� • y11:li11eummV) R MOVE 10"CHECKVALVE • MOVE HAET - 0" SPOOL 90•BASEELBOW 0" AND 90X" EXPANSIONN ELBOWS"X10" EXPANSION - r I1 • I Ix -1-- �r II � .1 WWIx 44‘ I• REMOVE 17. EXPANSIONS EXPANSION& 12' X 11:r REDUCER 12' VALVE 2 LOCATIONS LANDING EL -3.63 EXISTING 12' DRAIN TRENCH GRATING COVER PUMP FLOOR PLAN Al DEMOLITION IS TYP. FOR BOTH PUMPS WALL MOUNTED HANDRAIL LANDING ELS.875 DN SW IR04 TAIF#1 UP LANDING EL.15.125 Z a a Illi$II REMO �. EXISTING rSERVICE SINK II IMill MOVE PUMP MOTOR A aUCK MOTOR FLOOR PLAN DONOT SCALE THIS DRAWING! FIRES 5j12l O 2103 PUBLIC WORKS DEPT. -ENGINEERING-STREETS-WATER-SEINER-PARKS-BUILDING- by dab draw Prof* field no LIFT STATION # 12 UPGRADES DEMOLITION PLAN no 3 6 fife no scab dab Tavi61005 date 2 fOL CSZ 'IZi �Z 9J°h INIIII. ill IIIII 1J l l 1I'',i, 7 S7 4Z ljo OIZ G II I,L„11'I Ifni it III,L,LII B[ Ljl 94 I " .• 4 • •1 1 ,N \\ \ INN \ I v U \ \ cs REMOVE EXISTING MOTOR & SHAFT iN •I •' i 1 1 II N;1 11 .I Ij IIiIL I I.' 1.1 REMOVE EX 10*SPOOL & BASE 90° EBBOW—� 12' PIPPING / 1.1 ------ -` F_ --. 1 : . y�. I.•• •• • • REMOVE 10' 0 PIPING REMOVE 10- BALLCENTRIC VA 10"BALL REMOVE VALVE 10"CHECK & REDUCE GRATING 1 PIPF 5111° 1 REMOVE FLXIBLE DRIVE SHAFT E REMOVE EX. P EXISTING 12'X10' ECC IC f • • I• REMOVE EX. EXPANION. JOI SECTION A -A NOT TO SCALE • • 1 . • 1• ,z)• / RETAIN 10' BASE ELBOW CONC. PEDESTAL DETAIL DEMO CONCRETE PED. EX. SUMP TO REMAIN DEMOLITION IS TYP. FOR BOTH PUMPS 1 .WATER 1 INE N� DEMO ,,BEARING BEAM SUPPORT —yam DEMO PIPE AS REQUIRED L SECTION B-B NOT TO SCALE EL.25.16 EXISTING GLOBE VALVES EXISTING CHECK VALVES EXISTING SUMPS PUMPS EXISTING PIPING DESIGNATIONS NO DATE REVISIONS ANDOVER PARK WEST LIFT STATION DEMOLITION PLAN PUBLIC WORKS DEPT. -ENGINEERING-STREETS-WATER-SEWER-PARKS-BUILDING- M' dab d••ig d MPC 11/03 dmwn MPC 11/03 chs adl.ca MPC 11/03 poi* Idbkno Job No .05.3651 Vol. No. 35A BK 2 Seals . AS WED 5: Oi£ G2 six LIZ 9Z , SIZ 6Z £Z r Z [ r. OTZ 0 h i' I SIT L! 91 p6il,Ili D•.ge6 CInMGy c ewaw aN En; ALP-edq 1 LIFT STATION # 12 UPGRADES DEMOLITION PLAN NEMINIIIML 41 6 fie no scale no � ar revlsions date G%J EL 25.16 EL.24.21 DONOT COAT LADDERS, RAILS PIPING, AND DECKS WITH RAVEN SYSTEM. EL.11.42 REMOVE EXISTING BUBBLER AND GROUT EXISTING PENETRATION REMOVABLE ALUM. LADDER 3" X 3/8" F.B. RAILS 18" O.C. 1" 0 RUNGS 12" O.C. EL 3.25 HIGH WATER ALARM EL, 1 5 16" INLET INVERT EL+0.5 4)14 PUMP OPERTING RANGE scp 12" 0 SPECIAL FLARED INLET EL-6.44 • • ( r EXISTING LIGHT TO REMAIN CLEAN AND PAINT DRYWELL PER SPECIFICATION SECTION 099600 CONTRACTOR SHALL PROVIDE NEW CONDUIT AND WIRE TO TO EXISTING LIGHT. 2- • CLEAN AND COAT WETWELL WITH 120 MILS OF RAVEN 405 PER SPECS • FROM TOP TO BOTTOM OF WET WELL • fl EL6.25 •1 10" SPOOL FL X FL FIELD FIT PROVIDE 10" 90° BASE FL X FL PROVIDE NEW 12" BALLCENTRIC VALVE 12" PIPING • v CONTRACTOR SHALL REMOVE EXISTING HATCH DOOR AND INSTALL OWNER PROVIDED NEW HATCH DOOR. SCOPE OF WORK IS DRILLING HOLES AND BOLTING DOWN NEW HATCH DOOR. PROV DE 3/8" ALUM DIAMOND PLATE QUICK BOLTED TO FLOOR © EACH CORNER _JI •YATAti1r7i CONSTRUCTION NOTES 1 CONTRACTOR TO PROVIDE FLANGED PIPE SPOOLS AS REQUIRED FOR ASSEMBLY OF THE PUMP SYSTEM. 2 THE CONTRACTOR SHALL SAND BLAST EXISTING PIPING AND FOR REUSE AFTER INSPECTION BY THE ENGINEER. 3 CONTRACTOR TO PROVIDE NEW GASKET MATERIAL AT FLANGES. 4 CONTRACTOR SHALL PROVIDE PIPING FOR CONNECTION OF PUMPS FRESH WATER FLUSH /COOLING SYSTEM TO THE LIFT STATION EXISTING WATER SYSTEM. LANDING EL 15.125 EL 11.61 • 1 • • EXISTING 2 �SUMPETO I PROVIDE i`10" 0 PIPING SPOOL PROVIDE NEW 10" BALLCENTRIC VALVE 2 LOCATIONS PROVIDI`10" SPOOL FL FIELD FIT 2 LOCATION PROVIDE NEW 10" CHECK VA. 'PROVIDE IP STD 12RX10DECCENTRIC `REDUCER FL X FL VIDE -NEW 12' 810' GOODALL EXPANSION JOINTS, 2 LOCATIONS PER PUMP ROVIDE 12' SPOOL FL X FL FIELD FIT • w • PROVIDE 10" SPOOL FL X FL FIELD FIT PROV:DE 10" BASE 90° ELBOW FL In PROVIDE PIPE SUPPORT AT 90° BASE SEE SPEC BOOK FOR DETAIL EX. TRENCH DRAIN BASE 90 DETAIL TYP 2 LOCATIONS PROVIDE GROUT PAD UNDER PUMP BASES AS REQUIRED. MATCH PUMP BASE FOR GROUT PAD. INSTALL 2 PUMPEX K254T, WITH 10" DISCHARGE, SUBMERSIBLE PUMPS WITH 40 HP MOTORS PROVIDE 2 -FLANGED 10" 90° ELBOWS CONNECT TO PUMP DISCHARGE AND EXPANSION JOINT PROVIDE GROUT PAD UNDER PUMP BASES AS REQUIR D.,..,1 MATCH PUMP BASE FOR GROUT PAD. SECTION A —A EL.25.16 0 PROVIDE 10" FLANGE ADAPTER PROVIDE NEW SPOOL FIELD FIT CENTER LINE OF EXISTING PUMP PROPOSED PUMP OFFSET TO DISCHARGE LINE 29 -7/8" PROPOSED PUMP OFFSET TO DISCHARGE LINE CENTER LINE OF EXISTING PUMP 29 -7/8 EL.11.42 J JOINT MOVES 4.38"± TOWARDS HE WALL EL.8.875 EL-5.55 SC-1/2"-1'0" DO NOT SCALE DRAWING SECTION B—B PROVIDE PUMPS AND PIPING AT 2 LOCATIONS TY,l Ct c P. SC-1/2"-1'0" PROVIDE 2 SUMP PUMPS MATCH EXISTING 610 PUBLIC WORKS DEPT. -ENGINEERING-STREETS-WATER-SEWER-PARKS-BUILDING. by dab d•.g•d MPC 11193 dawn PC 11103 dud»d •04.• g•1dr MPC dbkn° 'f. CTO aPiRESS� 12� �� 12I -I of LIFT STATION # 12 UPGRADES PROPOSED PLAN SHEET file no ro dal revisions Scale date 11E G'7. Rr LiZ 9Z EZ II £IZ ZiZ I ZZ (i T 811 LII 91 EROSION CONTROL NOTES 1. ON —SITE CONTROL EROSION MEASURES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ANY PROBLEMS OCCURRING BEFORE FINAL ACCEPTANCE OF THE SITE BY THE ENGINEER SHALL BE CORRECTED BY THE CONTRACTOR. 2. IN CASE EROSION OR SEDIMENTATION OCCURS TO ADJACENT PROPERTY OWNERS, ALL CONSTRUCTION WORK WITHIN THE DEVELOPMENT THAT WILL AGGRAVATE THE SITUATION IN THE FUTURE, MUST CEASE AND THE CONTRACTOR WILL IMMEDIATELY COMMENCE RESTORATION METHODS. RESTORATION ACTIVITY WILL CONTINUE UNTIL SUCH TIME AS THE AFFECTED PROPERTY OWNER IS SATISFIED. 3. ALL EROSION AND SEDIMENTATION CONTROL DEVICES SHOWN ON THIS DRAWING SHALL BE INSTALLED PRIOR TO OR AS THE FIRST STAGE OF SITE PREPARATION. 4. SHOULD THE TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES AS SHOWN ON THIS DRAWING NOT PROVE ADEQUATE TO CONTROL EROSION AND SEDIMENTATION, THE CONTRACTOR SHALL INSTALL ADDITIONAL FACILITIES AS NECESSARY TO PROTECT ADJACENT PROPERTIES, SENSITIVE AREAS, NATURAL WATER COURSES, AND/OR STORM DRAINAGE SYSTEMS. 5. IN ANY AREA WHICH HAS BEEN STRIPPED OF VEGETATION AND WHERE NO FURTHER WORK IS ANTICIPATED FOR A PERIOD OF 30 DAYS OR MORE, ALL DISTURBED AREAS MUST BE IMMEDIATELY STABILIZED WITH MULCHING, CRASS PLANTING, OR OTHER APPROVED EROSION CONTROL TREATMENT APPLICABLE TO THE TIME OF YEAR IN QUESTION. GRASS SEEDING ALONE WILL BE ACCEPTABLE ONLY DURING THE MONTHS OF APRIL THROUGH SEPTEMBER, INCLUSIVE. SEEDING MAY PROCEED, HOWEVER, WHENEVER IT IS IN THE INTEREST OF THE APPLICANT/CONTRACTOR, BUT MUST BE AUGMENTED WITH MULCHING, NETTING, OR OTHER TREATMENT. 6. THE CONTRACTORS ENGINEER WILL BE RESPONSIBLE FOR FIELD LOCATING THE CLEARING. LIMITS AND ESTABLISHING THOSE BOUNDARIES WITH BRIGHT COLORED FLAGGING. THE CONTRACTOR SHALL CLEAR TO THE LIMITS AS ESTABLISHED ON THIS PLAN AND FLAGGING IN THE FIELD. 7. THE CITY SHALL BE RESPONSIBLE FOR THE INSPECTION AND ACCEPTANCE OF ALL CLEARING WORK AND EROSION AND SEDIMENTATION CONTROL FACILITIES. THE CONTRACTOR SHALL NOTIFY THE CITY FORTY—EIGHT HOURS IN ADVANCE OF EACH INSPECTION. INSPECTION N0. 1 INSPECTION N0. 2 INSPECTION NO. 3 INSPECTION NO. 4 INSPECTION N0. 5 CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 INSTALLATION OF EROSION CONTROL FACILITIES/PRIOR TO CLEARING. COMPLETION OF CLEARING UPON COMPLETION OF EXCAVATION, FILLING, AND EARTHWORK. COMPLETION OF PROJECT. WORK IN CITY RIGHT—OF—WAY. TRENCH NOTE IF WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOUR OR MORE FEET IN DEPTH THAT DOES NOT MEET THE OPEN PIT REQUIREMENTS OF WSDOT SECTION 2-09.3(3)B, IT SHALL BE SHORED AND CRIBBED. THE CONTRACTOR ALONE SHALL BE RESPONSIBLE FOR WORKER SAFETY AND THE CITY OF TUKWILA ASSUMES NO RESPONSIBIUTY. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, CHAPTER 49.17 RCW. UTILITY NOTE THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE APPROXIMATE ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES THAT HAPPEN DUE TO THE CONTRACTOR'S FAILURE TO LOCATE EXACTLY AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. THE CITY OF TUKWILA ASSUMES NO LIABILITY FOR THE LOCATION OF UNDERGROUND UTILITIES. TOPOGRAPHIC NOTE THE EXISTING CULTURAL AND TOPOGRAPHIC DATA SHOWN ON THESE DRAWINGS HAS BEEN PREPARED, IN PART, BASED UPON INFORMATION FURNISHED BY OTHERS. WHILE THIS INFORMATION IS BELIEVED TO BE RELIABLE, THE CITY OF TUKWILA CANNOT ENSURE ITS ACCURACY AND THUS IS NOT RESPONSIBLE FOR THE ACCURACY OF THAT INFORMATION OR FOR ANY ERRORS OR OMISSIONS WHICH MAY HAVE BEEN INCORPORATED INTO THESE DRAWINGS AS A RESULT. FILL SPECIFICATION 414 A 6" 6X6-W2.9XW2.9 WELDED WIRE MESH AT MID POINT OF• SLAB 3000 PSI PORTLAND CEMENT CONCRETE 0 28 DAYS CONCRETE SLAB DETAIL 1 OTHER THAN GENERATOR PAD FILL MATERIAL SHALL NOT CONTAIN PETROLEUM PRODUCTS, OR SUBSTANCES WHICH ARE HAZARDOUS, DANGEROUS, TOXIC, OR WHICH OTHERWISE VIOLATE ANY STATE, FEDERAL, OR LOCAL LAW, ORDINANCE, CODE, REGULATION, RULE, ORDER, OR STANDARD. ADAPTER SKIRT (FOR A PERFECT F11) OEOTEXTI.E FABRIC RETRIEVAL STRAP y� OVERFLOW (T0 BYPASS PEAK STORM VOLUMES) EXISTING CATCH BARN 1117ZZZ/11 #3003 SEDIMENT ONLY SEDIMENT ACCUMULATION PROVIDE CATCH BASIN SEDIMENT PROTECTION N1TN STREAMGUARD BARN INSERT 13003, FROM FOS'S ENVIRONMENTAL 7440 W. MARGINAL WAY S. SEATTLE, WA 98108-4141 PHONE: 1-800-909-3677 NTS CATCH BASIN SEDIMENT BARRIER NOT TO SCALE PROVIDE AT NEAR BY CB'S AS REQUIRED BY ENGINEER. I ExPIRES PUBLIC WORKS DEPT. -ENGINEERING-STREETS-WATER-SEWER-PARKS-BUILDING- 7, y dote , 4 designed •MPG' H/03 drown 'MPCI 11/03 checked • - pIoj MgUPC 11/03 prof dlr field bk no; 6 17•-0" RADIATOR END • • co .154" %GENERATOR ENCLOSURE' • 30, • 0 GENERATOR PAD STANDBY GENERATOR PAD LAYOUT (LIFT STATION # 12) NTS RAIN CAP CONTRACTOR TO PROVIDE 110 V LIGHT OVER CONTROL PANEL .y AND DUPLEX GFIIN GENERATOR HOUSING) Ir -111- l SOUND ENCLOSURE GENERATOR HOUSING GROUND WIRE g5 r--1 0 12" ?• .Li. O.C. EACH WAY rCOMMERCIAL GRADE CONCRETE GROUND ROD 3/4" x 10'-0" FOUNDATION GRAVEL 6" MINIMUM FROM ATS 4610, 1#6G, 2"C r /y1• 0 t_ F! 1531 Li .SUB -BASE FUEL TANK 'r--! L FROM PANELBOARD 2-1" SPARES (SEE ONE LINE DIAGRAM) FROM PANELBOARD TO GEN MISC. 4#12,l#12G, 1"C PROVIDE BLOCK OUTS FOR CONDUITS 6" HOUSE KEEPING SLAB FINISH GRADE ,,EXHAUST HOOD FLANGE ATTACHMENT VIBRATION ISOLATORSFa (TYP. 4 PLACES) 12" CONCRETE SLAB N5 -1W/ 15 NOSING BAR N 15" 65 STIRUP 12" 0 C. EACH WAY EACH SIDE OF GEN SET 1. VERIFY EXACT GENERATOR DIMENSIONS AND ACTUAL GENERATOR CIRCUIT EQUIPMENT WITH GENERATOR SUPPLIER PRIOR TO INSTALLATION OF CONCRETE PAD & CONDUITS. SEE STANDBY GENERATOR PAD LAYOUT ON THIS SHEET. 2. PROVIDE A 12" THICK CONCRETE SLAB FOR BOTH THE ELECTRICAL ENCLOSURE AND GENERATOR (FOR LIFT STATION #12 ONLY). SEE SITE PLAN. VERIFY EXACT GENERATOR AND LOAD BANK DIMENSIONS AND ACTUAL GENERATOR CIRCUIT EQUIPMENT WITH GENERATOR SUPPLIER PRIOR TO INSTALLATION OF CONCRETE PAD AND CONDUITS. ELECTRICAL ENCLOSURE SHALL BE MOUNTED ADJACENT TO GENERATOR. 3. EXTERIOR MOUNTED PANEL LICHT SHALL BE INSTALLED BY PANEL MANUFACTURER AND SHALL BE SWITCHED BY HATCH. SWITCHING & WIRING SHALL BE INSTALLED BY CONTRACTOR. ELEVATION STANDBY GENERATOR (OWNER SUPPLIED) NOT TO SCALE SEWER LIFT STATION # 12 UPGRADES DETAILS no dote revisions (1 (1 F. 6(. RIZ Li. 97 S7,, P7 £7 7..7 17, 0'7.. 611 Rol GII 4I 4 File no stole dote lC TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO ATTACHMENT DWF CALIBRATION SHEETS CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE `011A , City of Tukwila Comprehensive Sanitary Sewer Plan 2020 Updates 99, FLOW MONITORING SITE SS 01318 DRY WEATHER FLOW CALIBRATION C CaN."/04,1 Measured Data Modeled Data Diurnal Flow Calibration Hour Flow Level Velocity (mgd) (in) (ftls) Flow Level Level Velocity (mgd) (ft) (in) (ft/s) Level Diff Calibrated (in) Diurnal 0•80 0.60 is- Weekday 0 1 0.430 4.0 2.14 0.389 3.6 2.20 0.392 0.341 4.1 1.84 0.365 0.330 4.0 1.79 -0.13 -0.32 0.93 0.86 E Al... if' fii ' s a i 2 0.358 3.4 2.23 0.339 0.319 3.8 1.75 -0.43 0.40 0.80 3 �, 4�`� 3 0.334 3.2 2.23 0.325 0.312 3.7 1.73 -0.52 0.77 c LL - - � Ufa '�i 4 5 0.321 3.1 2.28 0.330 3.2 2.26 0.300 0.301 3.6 1.68 0.318 0.308 3.7 1.73 -0.52 -0.53 0.79 0.20 0.83 Weekday Weekend 6 0.343 3.3 2.23 0.408 0.347 4.2 1.87 -0.89 0.94 0.00 7 8 0.392 3.7 2.17 0.346 3.4 2.15 0.434 0.356 4.3 1.91 0.420 0.352 4.2 1.88 -0.58 -0.82 , 0.83 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 1.14 Flow Modeled Flow 9 10 11 0.475 4.3 2.10 0.422 4.0 2.05 0.461 4.3 2.05 0.400 0.343 4.1 1.86 0.409 0.348 4.2 1.86 0.411 0.348 4.2 1.87 0.14 -0.17 0.09 1.02 Hour --Measured 1.11 1.12 Velocity Calibration 12 13 0.467 4.5 1.92 0.486 4.5 1.98 0.401 0.345 4.1 1.85 0.424 0.353 4.2 1.89 0.34 0.29 1.17 4.0 1.18 14 0.491 4.5 1.99 0.538 0.394 4.7 2.05 -0.20 3.5 - 1.20 3.0 15 0.499 4.6 1.98 0.553 0.399 4.8 2.07 -0.15 N 1.19 16 0.494 4.6 1.99 0.544 0.397 4.8 2.06 -0.17 1.16 2'5 __ - - _ - - __ iIlkilikli- -_,-..� - - 17 0.483 4.5 2.00 0.546 0.397 4.8 2.06 -0.25 1.11 •� 2.0 40-4-• �� - - J -- - 18 0.462 4.4 1.99 0.525 0.390 4.7 2.03 -0.30 1.11 0 1.5 j 19 20 0.461 4.3 2.01 0.500 4.5 2.07 0.424 0.354 4.2 1.89 0.436 0.358 4.3 1.91 0.10 0.20 1.20 1.0 1.21 Weekday Weeken 21 0.503 4.5 2.06 0.435 0.357 4.3 1.91 0.25 0.5 1.14 0.0 22 23 0.474 4.3 2.09 0.473 4.3 2.09 0.444 0.361 4.3 1.92 0.474 0.371 4.5 1.97 -0.031.14 16 -0.16 1.0033 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 24 25 26 27 28 29 0.382 3.6 2.20 0.352 3.3 2.28 0.312 2.9 2.38 0.285 2.8 2.25 0.311 3.1 2.15 0.282 2.7 2.40 0.501 0.383 4.6 1.99 0.444 0.361 4.3 1.92 0.397 0.343 4.1 1.84 0.336 0.318 3.8 1.74 0.240 0.275 3.3 1.53 0.264 0.285 3.4 1.61 -1.02 -1.03 -1.18 -0.98 -0.23 -0.71 0.85 Hour -Measured Velocity Modeled Velocity 0.75 0.68 0.75 0.68 0.73 Level Calibration Weekend 30 31 0.304 2.9 2.37 0.284 2.8 2.37 0.261 0.284 3.4 1.60 0.282 0.292 3.5 1.65 -0.52 -0.75 0.68 21.0 0.80 18.0 Weekday x Weekend 32 0.335 3.1 2.37 0.268 0.287 3.4 1.61 -0.33 0.86 15.0 < 33 34 0.359 3.3 2.32 0.324 3.0 2.41 0.311 0.307 3.7 1.70 0.311 0.306 3.7 1.71 -0.37 0.78 0.86 '=- 12.0 35 0.356 3.3 2.36 0.412 0.349 4.2 1.87 -0.67 -0.94 0.88 > 0 36 0.366 3.4 2.27 0.423 0.353 4.2 1.89 -0.84 0.95 as 9 _. 6.0 37 0.395 3.7 2.21 0.448 0.362 4.3 1.93 -0.69 1.02 38 0.424 3.9 2.19 0.408 0.348 4.2 1.86 1.05 - _ _ .MIII.M•16_ - - - - A A A A AtAiPzir.it 39 0.438 4.1 2.08 0.390 0.340 4.1 1.84 -0.29 0.03 3.0 - 1.08 401 41 0.4310 4.10 2.140 0.430 4.0 2.08 0.4013 0.345 4.1 1.86 0.403 0.345 4.1 1.86 -0.0110 -0.10 0.0 1.03 11 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 1.11 Level Modeled Level 42 43 0.461 4.3 2.07 0.442 4.1 2.11 0.417 0.350 4.2 1.89 0.445 0.360 4.3 1.93 0.08 -0.23 1.06 Hour-Ar-�Measured 1.10 Weekday Diurnal Pattern Weekend Diurnal Pattern 44 45 46 0.460 4.2 2.14 0.434 4.0 2.12 0.391 3.6 2.21 0.515 0.387 4.6 2.02 0.493 0.379 4.5 1.99 0.459 0.367 4.4 1.93 -0.49 -0.54 1.04 1.5 0.94 0.89 1.2 1.5 47 0.372 3.4 2.29 0.414 0.351 4.2 1.87 -0.75 -0.79 ` 0.92 .m r _ - _ - - - - - - - •_ 1.2 •Q - - - - - - - - Average 92 0.9 - - Weekday Weekend ADWF(1) 0.433 4.0 2.09 0.373 3.5 2.24 0.416 3.9 2.14 0.428 4.2 1.89 0.385 4.0 1.82 0.416 4.2 1.87 1.04 0.90 1.00 - E 0.6 - 0 _ - - _ _ - 0.9 - 0.6 - 0 _ - - - - - % Error = 0.3 = 0.3 _ Weekday -1.3 % 0.89 0.0 Weekend 3.3% 1.18 " r l , r r l r i 0.0 r r i ' r Note: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 Hour Hour tfW,4 9� City of Tukwila `z Comprehensive Sanitary Sewer Plan 2020 Updates 9oe FLOW MONITORING SITE SS 01105 DRY WEATHER FLOW CALIBRATION +Ca�weC'! v Measured Data Modeled Data Diurnal Flow Calibration Hour Flow Level Velocity Flow Level Level Velocity Level Diff Calibrated Diurnal (mgd) (in) (ftls) (mgd) (ft) (in) (ftls) (in) - 0 1 2 0.177 4.3 1.10 0.150 4.1 1.01 0.127 3.8 0.93 0.172 0.217 2.6 2.12 0.145 0.199 2.4 2.02 0.123 0.184 2.2 1.92 1.71 1.69 1.62 0.80 0.68 0.63 S.0.40 rn E 0 20 �" 3 4 0.118 3.7 0.90 0.111 3.6 0.86 0.114 0.177 2.1 1.88 0.107 0.171 2.1 1.84 1.60 1.60 0.59 0.63 0 o -^." � 5 0.117 3.7 0.90 0.114 0.177 2.1 1.88 1.57 0.74 Weekday Weekend 6 0.137 3.9 0.97 0.134 0.191 2.3 1.97 1.64 0.86 0.00 < x , 7 8 0.161 4.2 1.06 0.184 4.4 1.11 0.155 0.206 2.5 2.06 0.179 0.221 2.7 2.15 1.68 1.76 0.99 1.04 0 , 2 4 6 8 10 12 14 16 18 20 22 24 Hour 26 28 30 32 34 36 38 40 42 44 46 48 Flow^Modeled Flow Y 9 10 11 0.193 4.5 1.13 0.208 4.6 1.18 0.216 4.7 1.19 0.188 0.226 2.7 2.18 0.202 0.235 2.8 2.23 0.210 0.239 2.9 2.25 1.81 1.83 1.86 1.12 1.16 1.18 Velocity Calibration (Measured 3 12 13 0.221 4.7 1.22 0.219 4.7 1.21 0.213 0.241 2.9 2.26 0.213 0.241 2.9 2.26 1.82 1.83 1.18 1.16 3,0 2.5 14 15 0.217 4.7 1.22 0.202 4.5 1.18 0.210 0.239 2.9 2.25 0.195 0.231 2.8 2.20 1.80 1.78 1.08 1.09 1 2•0 16 0.203 4.6 1.17 0.197 0.232 2.8 2.21 1.79 1.13 1.5 17 0.212 4.7 1.19 0.204 0.236 2.8 2.23 1.83 1.19 f ♦ k ♦ ♦ ♦ Jr ♦ ♦ 18 0.222 4.7 1.22 0.215 0.242 2.9 2.27 1.84 1.21 C to� �� � ♦ A-♦ 19 0.226 4.8 1.23 0.219 0.244 2.9 2.28 1.86 1.23 � > 0.5 � Weekday 20 0.229 4.8 1.24 0.222 0.246 3.0 2.29 1.86 1.20 Weekend 21 0.224 4.8 1.22 0.217 0.243 2.9 2.27 1.85 1.17 0.0 X 22 23 0.199 4.5 1.21 0.199 4.5 1.17 0.211 0.230 z.8 2.20 0.193 0.230 2.8 2.20 1.77 1.77 1.07 0.95 95 ' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 24 0.165 4.2 1.06 0.172 0.217 2.6 2.12 1.62 0.80 Hour Velocity Velocity 25 26 27 0.149 4.1 1.01 0.131 3.9 0.95 0.113 3.7 0.88 0.145 0.199 2.4 2.02 0.126 0.186 2.2 1.94 0.110 0.174 2.1 1.86 1.66 1.62 1.57 0.70 0.61 0.58 --f-Measured -.-Modeled Level Calibration Weekend 28 29 0.107 3.6 0.85 0.105 3.6 0.84 0.105 0.170 2.0 1.83 0.101 0.167 2.0 1.81 1.57 1.56 0.56 0.57 12.0 10.0 30 31 0.107 3.6 0.84 0.121 3.8 0.91 0.103 0.168 2.0 1.82 0.117 0.180 2.2 1.90 1.60 1.60 0.65 0.77 - 8.0 32 0.145 4.0 0.99 0.139 0.195 2.3 1.99 1.68 0.92 = - - 6.0 33 0.172 4.3 1.07 0.166 0.213 2.6 2.10 1.76 1.12 a> 34 0.209 4.7 1.17 0.202 0.235 2.8 2.23 1.87 1.27 w4.0 35 0.236 5.0 1.21 0.229 0.250 3.0 2.31 2.00 1.28 36 0.239 5.0 1.22 0.231 0.251 3.0 2.31 2.02 1.31 2.0.-. kerrd 37 0.244 5.1 1.23 0.237 0.254 3.0 2.33 2.01 1.29 0.0 > 38 39 40 0.240 5.0 1.23 0.226 4.9 1.19 0.225 4.8 1.21 0.233 0.252 3.0 2.32 0.219 0.244 2.9 2.28 0.219 0.244 2.9 2.28 1.97 1.97 1.92 1.21 1.21 1.19 T ' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Hour Level Modeled Level 41 42 43 0.221 4.8 1.21 0.222 4.8 1.21 0.219 4.8 1.19 0.215 0.242 2.9 2.27 0.215 0.242 2.9 2.27 0.211 0.240 2.9 2.26 1.88 1.87 1.90 1.19 1.17 1.16 (Measured Weekday Diurnal Pattern Weekend Diurnal Pattern 1.4 44 45 0.217 4.8 1.19 0.224 4.9 1.20 0.210 0.239 2.9 2.25 0.217 0.243 2.9 2.27 1.89 1.94 1.20 1.13 1 2 - 1.4 - - - 46 4 Q- - - - - - - - - - •a. - - 0.8 3 0 8 Weekday Weekend 0.187 4.4 1.12 0.185 4.4 1.09 0.181 2.7 2.14 0.180 2.6 1.00 0.99 0.6 _ - - - - . 0.6 - ADWF(') 0.187 4.4 1.11 2.13 0.181 2.6 2.14 1.00 0 0.4 - '0 0.4 - % Error Weekday 3.0% 1.86 0.2 0.0 0.2 - Weekend -2.9% 2.02 1 r r 1 r l r 1 r, r r 0.0 r' i ' r I l l ' r' r' r' r' r' r' r Note: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 Hour Hour ,,�" w. City of Tukwila c Comprehensive Sanitary Sewer Plan 2020 Updates o ; FLOW MONITORING SITE SS 30129 DRY WEATHER FLOW CALIBRATION C CaD"""C'% Measured Data Modeled Data Diurnal Flow Calibration 0.30 Flow Level Velocity Flow Level Level Velocity Level Diff Calibrated Hour (mgd) (in) (ftls) (mgd) (ft) (in) (ftls) (in) Diurnal 0.25 Weekday 0 1 0.130 2.5 1.84 0.119 2.4 1.77 0.125 0.253 3.0 1.24 0.115 0.246 3.0 1.19 -0.54 -0.55 0.82 0.72 rn 0.20 0.15 2 0.104 2.3 1.61 0.101 0.235 2.8 1.11 -0.49 0.73 - 3 3 4 0.106 2.3 1.65 0.12.3 1.640.101 0.103 0.236 2.8 1.12 0.2352.8 1.11 -0.52 -0.53 0.72 0.770.05 LT- 0.10 _ - -m Weekday Weekend 5 0.11212 2.3 1.72 72 0.108 0.24040 2.9 1.15 -0.56 0.9090 X 6 0.131 2.4 1.95 0.127 0.254 3.0 1.25 -0.66 0.98 0.00 7 8 0.143 2.5 1.99 0.153 2.5 2.11 0.138 0.262 3.1 1.30 0.148 0.269 3.2 1.34 -0.64 -0.69 1.05 1.11 0 , 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Flow Flow 9 10 11 0.161 2.6 2.14 0.161 2.6 2.13 0.167 2.7 2.18 0.156 0.275 3.3 1.38 0.156 0.275 3.3 1.38 0.162 0.279 3.3 1.40 -0.67 -0.67 -0.69 1.11 1.15 1.17 Hour -A--Measured +Modeled Velocity Calibration 12 13 0.171 2.7 2.15 0.169 2.7 2.17 0.165 0.280 3.4 1.41 0.163 0.279 3.3 1.41 -0.64 -0.66 1.16 1.14 3.0 2.5 14 15 0.165 2.7 2.12 0.149 2.6 2.01 0.160 0.278 3.3 1.40 0.143 0.266 3.2 1.33 -0.65 -0.59 1.02 1.03 2.0 16 0.151 2.6 1.98 0.145 0.267 3.2 1.33 -0.56 1.06 fr...,A„,...! f 17 0.155 2.7 2.02 0.149 0.270 3.2 1.35 -0.57 1.12 -� 1.5 �� 18 19 0.163 2.7 2.13 0.160 2.7 2.07 0.158 0.276 3.3 1.38 0.153 0.273 3.3 1.37 -0.64 -0.61 1.09 1.15 o Ty 1.(J > 0.5 • Weekday 20 0.168 2.7 2.15 0.162 0.278 3.3 1.40 -0.64 1.13 Weekend 21 0.165 2.7 2.09 0.159 0.277 3.3 1.39 -0.61 1.02 0.0 X 22 23 0.148 2.6 1.960.1430.2663.2 0.145 2.6 1.97 1.33 39 0.139 0.263 3.2 1.31 -0.560.99 -0.58 0.89 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 24 0.123 2.4 1.84 0.125 0.253 3.0 1.24 -0.67 0.77 Hour Velocity Velocity 25 26 27 0.112 2.3 1.74 0.098 2.2 1.65 0.096 2.1 1.63 0.108 0.240 2.9 1.15 0.094 0.230 2.8 1.07 0.093 0.228 2.7 1.06 -0.58 -0.57 -0.59 0.67 0.66 0.63 --*--Measured +Modeled Level Calibration Weekend 28 29 30 0.092 2.1 1.61 0.098 2.2 1.62 0.101 2.2 1.66 0.089 0.225 2.7 1.04 0.094 0.230 2.8 1.07 0.098 0.233 2.8 1.10 -0.61 -0.57 -0.61 0.67 0.70 0.70 10.0 31 0.103 2.2 1.64 0.098 0.233 2.8 1.10 -0.56 0.90 8.0 6.0 32 33 0.131 2.4 1.94 0.154 2.6 2.08 0.127 0.254 3.0 1.25 0.149 0.270 3.2 1.35 -0.68 -0.68 1.06 1.09 u m 4.0 34 0.159 2.5 2.18 0.153 0.273 3.3 1.37 -0.73 1.18 35 0.173 2.7 2.17 0.166 0.281 3.4 1.42 -0.70 1.22 J 2.0 ..OINIINNIMHIllaUlIMNIIII1b MOI111111111 -_MIMMONIMINIMbMIMIIMANINMEJelliMia 36 0.178 2.7 2.19 0.172 0.285 3.4 1.44 -0.68 1.18 Weekday Weekend 37 0.172 2.7 2.12 0.166 0.281 3.4 1.42 -0.64 1.27 0.0 )� 38 39 40 0.186 2.7 2.29 0.181 2.9 2.07 0.172 2.8 2.08 0.179 0.290 3.5 1.46 0.174 0.287 3.4 1.45 0.166 0.281 3.4 1.42 -0.73 -0.57 -0.61 1.24 1.18 1.14 ' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Hour +Measured Level +Modeled Level 41 42 43 0.167 2.7 2.12 0.164 2.7 2.11 0.168 2.6 2.18 0.160 0.278 3.3 1.40 0.158 0.276 3.3 1.38 0.162 0.279 3.3 1.40 -0.63 -0.61 -0.70 1.12 1.15 1.18 Weekday Diurnal Pattern 44 0.172 2.7 2.20 0.166 0.281 3.4 1.42 -0.68 1.21 1.5 Weekend Diurnal Pattern 1.5 45 46 0.176 2.7 2.19 0.158 2.6 2.08 0.170 0.284 3.4 1.43 0.152 0.272 3.3 1.36 -0.67 1.08 1.10 1.2 -0.63 °1 - - - _ _ - - - 1.2 - - 47 0.160 2.7 2.07 0.155 0.274 3.3 1.37 -0.62 0.84 - _ - _ - - - - - - - - Average 0.9 _ -Q - - - - - - - - - - - - - - - - - - -- - 0.9 Weekday Weekend ADWF(') 0.146 2.6 1.98 0.146 2.5 1.98 0.146 2.5 1.98 0.141 3.2 1.31 0.141 3.2 1.30 0.141 3.2 1.30 1.00 1.00 1.00 M L 0.6 - o - - - - = m 0.6 - - - % Error Weekday -3.5% 0.69 X 0.3 -. - ._ ._ 0 = 0.3 - - - - - .- Weekend -3.4% 0.73 0.0 ' ' ' ' ' ' IIIIIIIIIIIIIIII 0.0 Note: ' r ' r ' r ' r 1 ' r ' ' r ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Hour 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 Hour ,.w".."��° w,f City of Tukwila ', Comprehensive Sanitary Sewer Plan 2020 Updates ,1 �� 90^ FLOW MONITORING SITE SS 01989 DRY WEATHER FLOW CALIBRATION Ca �''" '� Measured Data Modeled Data Diurnal Flow Calibration Hour Flow Level Velocity (mgd) (in) (ft/s) Flow Level Level Velocity (mgd) (ft) (in) (ftls) Level Diff Calibrated (in) Diurnal 0.20 0.15 Weekday 0 1 0.064 2.2 0.98 0.055 2.1 0.89 0.064 0.154 1.8 1.29 0.055 0.143 1.7 1.23 0.39 0.41 0.77 is - as 0.69 E 0.10 2 3 0.049 2.0 0.85 0.047 2.0 0.83 0.049 0.135 1.6 1.19 0.047 0.132 1.6 1.17 0.42 0.43 0.66 0.64 0 Li 0.05 4 5 0.045 2.0 0.81 0.049 2.0 0.86 0.045 0.130 1.6 1.16 0.049 0.136 1.6 1.19 0.43 0.39 0.70 0.82 Weekday Weekend 6 0.058 2.1 0.94 0.058 0.147 1.8 1.25 0.37 1.18 < X , 7 8 0.083 2.4 1.13 0.083 2.4 1.14 0.083 0.175 2.1 1.40 0.084 0.175 2.1 1.40 0.32 0.31 0.00 1.18 0 1.21 2 4 6 8 10 12 14 16 18 20 22 24 Hour 26 28 30 32 34 36 38 40 42 44 46 48 Flow Modeled Flow 9 10 11 0.085 2.4 1.15 0.076 2.4 1.08 0.085 2.5 1.14 0.086 0.177 2.1 1.41 0.076 0.168 2.0 1.36 0.086 0.177 2.1 1.41 0.31 0.35 0.34 1.08 1.21 1.25 Velocity Calibration (Measured -` 12 13 0.089 2.5 1.14 0.082 2.4 1.10 0.088 0.180 2.2 1.43 0.081 0.173 2.1 1.39 0.35 0.35 1.15 4.0 1.11 3.5 14 0.078 2.4 1.08 0.079 0.170 2.0 1.37 0.36 - 1.12 ^y 3.0 15 0.079 2.4 1.10 0.079 0.171 2.1 1.38 0.34 1.12 2.5 16 0.079 2.4 1.10 0.079 0.171 2.1 1.38 0.33 1.10 2.0 17 0.078 2.4 1.10 0.078 0.169 2.0 1.37 0.33 1.08 = 0 1.5IMII 18 0.076 2.3 1.08 0.076 0.168 2.0 1.36 0.33 1.03 > + 19 20 0.073 2.3 1.05 0.073 2.3 1.06 0.073 0.164 2.0 1.34 0.073 0.164 2.0 1.34 0.34 0.34 1.03 1.0 1.08 0.5 - - - - - Weekday A A h- Weekend 21 0.076 2.4 1.08 0.076 0.168 2.0 1.36 0.34 1.13 0.0 < _ 22 23 0.08071 2.4 1.1004 0.071 2.3 1.04 0.08071 0.171 1.92.1 1.38 0.071 0.162 1.33 0.33 0.35 1.00 ' 91 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 0.91 24 0.064 2.2 1.00 0.064 0.154 1.8 1.29 0.36 0.78 Hour Velocity Velocity 25 26 27 0.055 2.1 0.91 0.050 2.0 0.87 0.049 2.0 0.87 0.055 0.144 1.7 1.24 0.050 0.137 1.6 1.20 0.049 0.135 1.6 1.19 0.37 0.38 0.38 -4-Measured -Modeled 0.71 0.69 0.60 Level Calibration Weekend 28 29 0.043 1.9 0.81 0.044 1.9 0.81 0.043 0.127 1.5 1.14 0.044 0.128 1.5 1.15 0.40 0.39 0.62 12.0 0.60 10.0 Weekday Weekend 30 31 0.043 1.9 0.80 0.046 2.0 0.84 0.043 0.127 1.5 1.14 0.046 0.131 1.6 1.17 0.38 0.40 0.65 0.75 8.0 32 0.053 2.0 0.91 0.053 0.141 1.7 1.22 0.35 = 0.98 7 6.0 33 34 0.069 2.3 1.02 0.079 2.4 1.09 0.069 0.160 1.9 1.32 0.079 0.171 2.1 1.38 0.33 0.30 1.12 To 1.23 3 4.0 35 0.087 2.5 1.15 0.087 0.178 2.1 1.42 0.32 1.35 - - - 38 39 40 0.087 2.5 1.15 0.095 2.5 1.20 0.084 2.4 1.13 0.087 0.178 2.1 1.42 0.095 0.186 2.2 1.46 0.084 0.176 2.1 1.40 0.33 0.30 0.33 1.34 ' ' 1.19 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 1.18 Hour (Measured Level Level 41 42 43 0.084 2.4 1.12 0.073 2.3 1.04 0.074 2.3 1.05 0.084 0.175 2.1 1.40 0.073 0.164 2.0 1.34 0.074 0.165 2.0 1.35 0.32 0.35 0.36 -40-Modeled 1.03 1.05 1.04 Weekday Diurnal Pattern Weekend Diurnal Pattern 1.5 44 45 46 0.073 2.3 1.06 0.080 2.4 1.10 0.071 2.4 1.00 0.074 0.165 2.0 1.35 0.080 0.171 2.1 1.38 0.072 0.162 1.9 1.34 0.35 0.36 0.42 1.13 1.01 1.04 1.2 1.5 - - - - 47 0.074 2.4 1.02 0.074 0.165 2.0 1.35 0.38 a`. 0.91 - - - - - - r - - _ _ _ . 1 2 - - - - Average Q 0.9 _ - 17s. - Weekday Weekend 0.071 2.3 1.03 0.069 2.3 1.01 0.071 1.9 1.33 0.069 1.9 1.31 1.01 0.97 L 0.6 - - r - - _0.9 - -. _ _ _ _ - _ - 0.6 - _ ADWF(1) 0.071 2.3 1.03 0.071 1.9 1.32 1.00 0 - 0 - % Error Weekday 0.0% 0.43 = 0.3 0.0 - - - - - - _ - - - - - - = 0.3 - - Weekend 0.1% 0.42 e 1 11 1 r e l 1 0.0 r' r Note: 0 1 2 3 4 5 6 7 8 9 0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 Hour Hour City of Tukwila Comprehensive Sanitary Sewer Plan 2020 Updates FLOW MONITORING SITE SS 30144 DRY WEATHER FLOW CALIBRATION I £ .s'* Measured Data Modeled Data Diurnal Flow Calibration Flow Level Velocity Flow Level Level Velocity Level Diff Calibrated 0.30 0.24 Hour Diurnal (mgd) (in) (ft/s) (mgd) (ft) (in) (ffls) (in) 0.24 0 0.057 2.2 0.87 0.039 0.104 1.2 1.39 0.97 0.84 'a 0.21 cn 1 0.048 2.1 0.81 0.033 0.095 1.1 1.34 0.95 0.78 E 0.18 0.12 2 0.045 2.0 0.78 0.031 0.092 1.1 1.31 0.92 0.72 0.09 3 0.041 1.9 0.73 0.028 0.089 1.1 1.27 0.84 0.64 _ 0.09 4 0.037 1.8 0.70 0.025 0.084 1.0 1.23 0.78 0.56 0.03 L. ii.-- - ri: ---_ 5 0.032 1.7 0.67 0.023 0.080 1.0 1.21 0.78 0.61 t- ..__.�........� ---.--..�.:ww. ••-•w 6 0.035 1.8 0.70 0.039 0.105 1.3 1.38 0.56 0.84 Weekday -- Weekend 7 8 0.048 2:0 0.83 0.067 2.2 0.94 0.033 0.095 1.1 1.34 0.045 0.113 1.4 1.43 0.e8 0.86 1.18 0.98 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Flow Modeled Flow > Y 9 10 11 0.056 2.1 0.90 0.068 2.2 0.95 0.065 2.3 0.93 0.038 0.103 1.2 1.38 0.046 0.113 1.4 1.44 0.044 0.111 1.3 1.43 0.89 0.89 0.98 1.19 1.14 1.20 Hour Velocity Calibration (Measured sT 12 13 14 0.068 2.4 0.96 0.067 2.4 0.96 0.072 2.3 0.99 0.049 0.117 1.4 1.48 0.058 0.129 1.5 1.50 0.050 0.119 1.4 1.46 0.95 0.81 0.91 1.18 1.26 1.64 2.0 w 1.5 15 16 0.094 2.6 1.07 0.072 2.4 1.01 0.063 0.135 1.6 1.54 0.049 0.118 1.4 1.46 1.00 0.97 1.26 1.18 1.0 17 0.067 2.3 0.98 0.046 0.114 1.4 1.44 0.94 1.36 l 18 19 0.078 2.4 1.01 0.078 2.4713 0.079 0.154 1.8 1.59 0.125 1.5 1.49 0.60 0.94 1.37 1.23 c > 0.5 20 0.070 2.4 0.99 0.054 0.048 0.117 1.4 1.45 0.98 1.13 Weekday Weekend 21 0.065 2.3 0.97 0.044 0.111 1.3 1.42 0.94 1.07 0.0 X 22 23 0.061 2.0.94 0.067 2.33 0.95 0.00.18 1.3 1.41 69 0.069 0.138 1.7 1.64 0. 0.6464 1.17 0.9999 ' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 24 0.044 2.0 0.81 0.049 0.119 1.4 1.45 0.54 0.65 Velocity Velocity 25 26 27 0.037 1.8 0.75 0.064 2.2 0.88 0.033 1.7 0.71 0.028 0.088 1.1 1.27 0.043 0.109 1.3 1.42 0.026 0.085 1.0 1.23 0.79 0.88 0.73 1.13 0.58 0.37 Hour -a-Measured -*--Modeled Level Calibration Weekend 28 29 0.021 1.5 0.58 0.020 1.5 0.52 0.016 0.067 0.8 1.11 0.014 0.062 0.7 1.06 0.66 0.76 0.35 0.37 12.0 10.0 30 31 0.021 1.5 0.54 0.032 1.8 0.70 0.014 0.062 0.7 1.07 0.020 0.075 0.9 1.17 0.78 0.86 0.57 0.53 - 8.0 32 0.030 1.7 0.67 0.021 0.076 0.9 1.18 0.80 0.54 - 6.0 33 34 0.031 1.7 0.67 0.044 2.0 0.82 0.021 0.076 0.9 1.18 0.207 0.258 3.1 2.00 0.82 -1.11 0.78 0.91 a> 3 4.0 35 0.052 2.2 0.85 0.040 0.106 1.3 1.39 0.89 0.99 - - - . N. - - 36 37 0.056 2.2 0.87 0.058 2.3 0.87 0.039 0.104 1.2 1.39 0.039 0.104 1.2 1.39 1.00 1.04 1.01 1.52 2.0 - - - - -�..- a ' ' sty ssfi�"���� 1 38 39 40 0.087 2.7 0.96 0.063 2.4 0.88 0.057 2.2 0.91 0.058 0.129 1.5 1.52 0.044 0.110 1.3 1.42 0.039 0.104 1.2 1.39 1.18 1.10 0.92 1.10 0.99 1.26 0.0 0 2 4 6 8 10 12 14 16 18 20 22 24 Hour 26 28 30 32 34 36 38 40 42 44 46 48 Level Level 41 42 43 0.072 2.3 0.95 0.073 2.4 0.96 0.054 2.1 0.87 0.070 0.144 1.7 1.55 0.051 0.120 1.4 1.47 0.038 0.102 1.2 1.38 0.58 0.92 0.92 128 0.94 0.91 (Measured -*--Modeled Weekday Diurnal Pattern Weekend Diurnal Pattern 44 0.052 2.1 0.87 0.035 0.099 1.2 1.36 0.92 0.91 1.5 1.5 45 46 0.052 2.1 0.86 0.051 2.1 0.85 0.035 0.098 1.2 1.36 0.035 0.097 1.2 1.36 0.95 0.95 0.89 0.88 1.2 _ - - - - - 47 0.050 2.1 0.83 0.273 0.291 3.5 2.22 -1.37 0.77 `_ co - r- - - - - - - - - 1 2 1 - - Average E. 0.9 - Q - - - Weekday Weekend 0.061 2.2 0.90 0.048 2.0 0.80 0.045 1.3 1.42 0.052 1.3 1.39 1.06 0.84 ` 0.6 - - - - - ADWF(1) 0.057 2.2 0.87 0.047 1.3 1.41 1.00 0 0.6 _ 0 Error = 0.3 = 0.3 - Weekday -26.2 % 1.00 0.0 r. Weekend 8.0° 1.37 1 ' 1 1 1 1 1 i 1 1 1 1 1 1 r. 1 0.0 r r r r r r Note: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 Hour Hour Y� '' City of Tukwila Comprehensive Sanitary Sewer Plan 2020 Updates FLOW MONITORING SITE SS 30316 DRY WEATHER FLOW CALIBRATION C Cai'"Mr.% Measured Data Modeled Data Diurnal Flow Calibration 1.20 Flow Level Velocity Flow Level Level Velocity Level Diff Calibrated 1.00 Hour (mgd) (in) (ftls) (mgd) (ft) (in) (ftls) (in) Diurnal 0 1 0.693 4.7 1.91 0.586 4.4 1.78 0.697 0.274 3.3 3.34 0.587 0.253 3.0 3.16 1.41 1.35 0.85 0.77 rn 0.80 e 2 0.533 4.2 1.71 0.532 0.242 2.9 3.07 1.33 0.72 0.60 3 0.493 4.1 1.65 0.497 0.234 2.8 3.01 1.28 0.65 4 0.449 3.9 1.61 0.449 0.223 2.7 2.91 1.20 0.67 LT_ 0.40 Weekday weekend 5 0.460 3.9 1.61 0.463 0.226 2.7 2.94 1.20 0.75 0 20 6 0.514 4.1 1.69 0.518 0.239 2.9 3.05 1.24 0.89 0.00 >< > 7 8 0.611 4.4 1.80 0.610 4.4 1.82 0.614 0.259 3.1 3.21 0.614 0.259 3.1 3.21 1.31 1.33 0.89 1.00 0 2 4 6 8 10 12 14 16 18 20 22 24 ' 26 28 30 32 34 36 38 40 42 44 46 48 Flow Modeled Flow >, x 9 10 11 0.689 4.6 1.94 0.743 4.8 1.97 0.771 4.9 2.00 0.690 0.273 3.3 3.33 0.746 0.283 3.4 3.41 0.773 0.288 3.5 3.45 1.35 1.45 1.46 1.08 1.12 1.13 Hour Velocity Calibration -A-Measured 3 12 13 0.777 4.9 2.01 0.820 5.0 2.05 0.780 0.289 3.5 3.46 0.822 0.296 3.6 3.52 1.46 1.48 1.19 1.13 4.0 14 0.780 4.9 2.02 0.780 0.289 3.5 3.46 1.46 1.08 3.5 3.0 15 0.744 4.8 2.00 0.746 0.283 3.4 3.41 1.38 1.06 y -- 2.5 16 0.730 4.7 1.99 0.732 0.280 3.4 3.39 1.36 1.10 2.0 17 0.756 4.8 2.03 0.759 0.285 3.4 3.43 1.37 1.14 " 0 1.5 - - - - 18 0.788 4.9 2.05 0.787 0.290 3.5 3.47 1.41 1.24 > 19 20 0.851 5.1 2.11 0.852 5.1 2.09 0.856 0.302 3.6 3.56 0.856 0.302 3.6 3.56 1.45 1.50 1.24 1.17 1.0 0.5 Weekda �llleekend. 21 0.805 5.0 2.04 0.808 0.294 3.5 3.50 1.47 1.17 0.0 22 23 0.806719 5.07 2.0496 0.719 4.7 1.96 0.808710.29478 3.5 3.5037 0.718 0.278 3.3 3.37 1.471 1.41 1.04 1.01 ' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 24 0.611 4.4 1.83 0.697 0.274 3.3 3.34 1.14 0.81 Hour Velocity Modeled Velocity 25 26 27 0.555 4.2 1.74 0.483 4.0 1.63 0.461 3.9 1.62 0.559 0.248 3.0 3.11 0.483 0.231 2.8 2.98 0.463 0.226 2.7 2.94 1.27 1.24 1.23 0.70 0.67 0.48 -A-Measured Level Calibration Weekend 28 29 0.328 3.3 1.41 0.448 3.8 1.62 0.331 0.193 2.3 2.65 0.449 0.223 2.7 2.91 0.99 1.12 0.65 0.62 36.0 30.0 Weekday < i Weekend 30 31 0.430 3.7 1.61 0.450 3.8 1.65 0.428 0.218 2.6 2.87 0.449 0.223 2.7 2.91 1.04 1.12 0.65 0.80 < 32 0.551 4.1 1.79 0.552 0.246 3.0 3.10 1.18 0.87 " 24.0 - 33 34 0.599 4.3 1.88 0.704 4.6 2.00 0.601 0.256 3.1 3.18 0.704 0.275 3.3 3.35 1.19 1.34 1.02 1.20 au 18.0 35 0.828 5.0 2.10 0.828 0.297 3.6 3.52 1.46 1.27 12.0 36 0.875 5.1 2.13 0.877 0.306 3.7 3.58 1.44 1.21 6.0 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - - _ _ _ _ - - - 37 0.835 5.0 2.11 0.835 0.299 3.6 3.53 1.43 1.33 38 39 40 0.919 5.2 2.17 0.795 4.9 2.07 0.870 5.1 2.14 0.918 0.313 3.8 3.63 0.794 0.291 3.5 3.48 0.870 0.305 3.7 3.57 1.46 1.43 1.44 1.15 1.26 1.21 0.0 ' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Hour Level Modeled Level 41 42 43 0.831 5.1 2.04 0.839 5.1 2.06 0.822 5.1 2.03 0.835 0.299 3.6 3.53 0.842 0.300 3.6 3.54 0.822 0.296 3.6 3.52 1.51 1.54 1.55 1.22 1.19 1.23 -*--Measured Weekday Diurnal Pattern Weekend Diurnal Pattern 1.5 44 45 46 0.851 5.2 2.07 0.813 5.0 2.04 0.751 4.9 1.98 0.849 0.301 3.6 3.55 0.815 0.295 3.5 3.51 0.753 0.284 3.4 3.42 1.55 1.50 1.48 1.18 1.09 1.11 1.2 - 1.5 _ 47 0.767 4.9 1.98 0.766 0.286 3.4 3.44 1.51 0.89 °) - _ - - - _ - - _ m 1.2 -_-:- - Average E 0.9 Q' Weekday Weekend ADWF(1) 0.691 4.6 1.91 0.684 4.6 1.90 0.689 4.6 1.91 0.693 3.3 3.32 0.688 3.2 3.30 0.692 3.3 3.31 1.00 0.99 1.00 0.6 - o _ - - - - - - - -��� - - E 0.9 M 0.6 - o % Error = 0.3 - - - - r r = 0.3 Weekday 0.3% ' .,., 0.0 Weekend 0.6% ' r r r' i a 0.0 Note: 0 1 2 3 4 5 6 7 8 9 0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 Hour Hour TM 1 - HYDRAULIC MODEL DEVELOPMENT AND CALIBRATION DECEMBER 2024 / FINAL / CAROLLO ATTACHMENT WWF CALIBRATION SHEETS CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE FLOW MONITORING SS 01318 WET WEATHER FLOW CALIBRATION Comprehensive Sanitary Sewer Plan 2020 Updates City of Tukwila Location: Pipeline diameter: 20.5" City Manhole ID: SS 01318 Model Mahhole ID: Silt Level at Site: " 1.4 ,1- 1.2 1.0 1::: it 0.4 0.2 0.0 5.0 4.5 4.0 3.5 3.0 • 2.5 • 2.0 1.5 1.0 0.5 0.0 21 m 14 m c m J 7 0 O 1 1 i 117 I' In 11 1 V 1 11W7111 I•IPI1M=A Flow Calibration A u 1 M 1 1 1► Y ► Yli i L i t t ► .k L 11 Y Y a'r j I 1i i I CO N r i 4 4iitiNAh fErrtiT+1, N CO O C0 CO CO N CO N c N N CO 11 tl ai O N N T O N N T O N r TI 1 N N N N N N r co N N X- r I! 10 A- 111 ■ 1 1 1 11M,111I V111•n-AI II Velocity Calibration O N N n1 1 1 1 i ...ILevel Calibration co N X- 1 1 A- 7 0) r CC) CS) ✓ � CO CO f' A- X- r CS) N CC) CS) N N - Rain ---ADWF Measured Data Modeled Data N N CO N Rain - Measured Data - Modeled Data 1 1 N Rain -Measured Data Modeled Data N N 0.00 - 0.10 0.20 0.30 0.40 0.50 0.60 0.00 0.10 zinc es our; 0.20 0 0.40 ct cc 0.50 0.60 0.00 0.10 L 0.20 r 0 0.30 5 0.40 c 0.50 0.60 FLOW MONITORING SS 01105 WET WEATHER FLOW CALIBRATION Comprehensive Sanitary Sewer Plan 2020 Updates City of Tukwila Location: Pipeline diameter: 12" City Manhole ID: SS 01105 Model Mahhole ID: Silt Level at Site: " 1.5 1.2 0.9 E 2 0.6 u- 0.3 0.0 3.0 2.5 2.0 1.5 0 rt01121.03 0.5 0.0 12 10 8 6 4 2 0 CO rI CO A 1 N 1- 1 �r Ir A Ir CO N CO CV 1 M M 1 1 1 CO 9' CO N if 1 ai CO N I1P 1 O N r 1 %DM CO N 1/ 1 O CV r 1 1 1 r 111 1 1 4 1 1 11Mn1111 1 1711w 1 7= D Flow Calibration 1 1, 14. 4" co N 91111 ■ 1 9 1 1 1="1111 1 111111119 = III NI I, Velocity Calibration 1 O N II 1111 n I 1 1 111•1.111' I 11111 9.=11I pi 11 Level Calibration et O CV CO N tAtol O N N N N r 1 O ' 1 CA r 1 1 ALA T 1 r` 1 r` c i� Rain ---ADWF Measured Data Modeled Data 1 1 IN 1 a 1 O N 1r N 1' rl O) N 1 1 O CV M R' 1 1 rn N N 171, 1 • 1 il14141.111 �1 Rain -Measured Data Modeled Data IIIIII11111111111 N N /9 N W I, MINI(' Rain Measured Data -Modeled Data I I I I I I I I I I I I I I I I I I N N CD N 0.00 0.10 0.20 c Qi 0.30 n 0.40 0.50 0.60 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 0.00 0.10 - 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 • inc es our; inc es our; FLOW MONITORING SS 30129 WET WEATHER FLOW CALIBRATION Comprehensive Sanitary Sewer Plan 2020 Updates City of Tukwila ci C� r�'•� Location: Pipeline diameter: 10" City Manhole ID: SS 30129 Model Mahhole ID: Silt Level at Site: " 1.00 0.90 0.80 0.70 rn 0.60 0.50 2 0.40 u_ 0.30 0.20 0.10 0.00 6.0 5.0 , 4.0 A' 3.0 0 > 2.0 1.0 !'I 1 4 II r I.IPI_.1 Flow Calibration 7 11 r T Ir i Rain - - -ADWF Measured Data Modeled Data �. '+ aK •• « a�•� If r�1,.r.-T 1'' �N 1�11��V.M11��. t�i If�l�� �� ►��V�MI i 0.00 0.10 0.20 'o s m 0.30 0.40 cc CO N N CO N O CO N 1Tr N_ N 1' O N e-- ap O N N N N O N N In II 19 I I MIMI I IIMI IN=.I 1,1111 7 Velocity Calibration CA f1 r (71 LC) N O N N N - Rain Measured Data Modeled Data 0.50 0.60 - 0.00 - 0.10 -0.20 0 s m -0.305 - 0.40 S ct - 0.50 0.0 II , „ 1 III II 11111 „ 1 1111 III I 1 111111 I I 1 1 IIII , 11111,1,111 , III 1111 1111 I I 11111111111111111 1 1 1 11111 , , III 111 1111 , 0.60 10.0 9.0 8.0 7.0 cu 6.0 0 5.0 > 4.0 3.0 2.0 1.0 0.0 CO N CO O CO N CO O CO LC) O) 0) L() O) N O N N M N N N N N C1 N N N N N N N N IT saw T 1V' �I 111 In1 ■ I R I II IMIMI MI III Level Calibration 7 T r r T i 711 hM�a 4 MM2'11�1'i t*fAMr Rain Measured Data -Modeled Data - 0.00 - 0.10 - 0.20 oo s y d - 0.30 co c - 0.40 m - 0.50 CO N N CO N N_ N CO N O N N N CV CO N N 0) (;)- 0) N N N CO N - 0.60 FLOW MONITORING SS 01989 WET WEATHER FLOW CALIBRATION Comprehensive Sanitary Sewer Plan 2020 Updates City of Tukwila Location: Pipeline diameter: 12" City Manhole ID: SS 01989 Model Mahhole ID: Silt Level at Site: " 0.30 ■ 0.25 0.20 f0.15 " 0.10 0.05 0.00 3.0 2.5 • 2.0 1.5 4) 0 0 > 1.0 335211�� 0.5 0.0 12 10 8 6 4 2 0 ,T 1r IF 1 I11 ■ 1 4 1 1 EMI VI 1 IUI■ 17M I1 Flow Calibration 1 I 1 7' 7 fl r II f� Rain ---ADWF Measured Data Modeled Data i A IA iLiikIM ���1�uL���,������,1 �,��� LILIALiY 1 ►Waikiki co GO 7 CO 9 9 N N IT CO N CO N O M O M N N CO N co N CO N N N I� CO N CO CO a- N n 1 O CN Ir T O N N i TI N N 1 • CO N N yn ■ I 1 I IHMI VI 1 MINI sIII ■l1II Velocity Ca ibration /lI l■ 17 I 1 PM' R I SV h.' fm ■ Level Calibration I I I _ I I: 11 CO N 7 CA CA C4) 411 . ti lf) CA N CA N O N II II II N N O N f� Rain -Measured Data Modeled Data IIIIIIIIIIIIIIII N N i N Rain - Measured Data - Modeled Data N N NCO 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.00 0.10 0.20 0.30 - 0.40 0.50 0.60 0.00 0.10 atinc es our; Ejaunc es our; 0.20 t to m 0.30 5 c 0.40 c cc 0.50 0.60 FLOW MONITORING SS 30144 WET WEATHER FLOW CALIBRATION Comprehensive Sanitary Sewer Plan 2020 Updates City of Tukwila ci C.1"••-„.,N1 Location: Pipeline diameter: 12" City Manhole ID: SS 30144 Model Mahhole ID: Silt Level at Site: " 0.6 0.5 0.4 LI 0.2 0.1 0.0 1 1 1 1 r 1 1 1 T 1 1 1 1 tl r ap T 7 1111 Y 1 1 1=1711 1w1P1!•_111 Flow Calibration I J ' TT 1 7 VI r wr r p i Rain ---ADWF Measured Data Modeled Data it r 03 N N CO O O N O N C N N O N N 1.0 CA Cy) CC) N O) N N N O N 0.00 0.10 0.20 0 t 0.30 5 0.40 0.50 0.60 re 3.0 - 2.5 - 2.0 - w > 1.0 - 0.5 - 0.0 1111 11 1 1 9r n 1 ap 11 Y 1 g 1 1=17111 171111 sIl1=III Velocity Calibration VI Rain Measured Data - Modeled Data - 0.00 - 0.10 - 0.20 o 0.30 5 0.40 c 0.50 0.60 winches; CO N CO O CO 12.0 10.0 - 8.0 - 6.0 - 4.0 - 2.0 - 0.0 - CO 111 O N O 'ct CO In 6) C'r) O O) N CO N N N r r r r CO N 1 T CO N N_ N 1 CO N tl ap 7 O N N TI N N 1111 ■ 1 1 1 11_1,11111 Iw1Mi-A1 Level Calibration I1 7 01 r y N Cn N r1° ' Rain - Measured Data - Modeled Data N N CO CV 0.00 - 0.10 0.20 0 m 0.30 5 - 0.40 ca 0.50 0.60 FLOW MONITORING SS 30316 WET WEATHER FLOW CALIBRATION Comprehensive Sanitary Sewer Plan 2020 Updates City of Tukwila ci c.' - ••••• Location: Pipeline diameter: 36" City Manhole ID: SS 30316 Model Mahhole ID: Silt Level at Site: " 6.0 5.0 4.0 3.0 LL 2.0 1,0 0.0 10.0 9.0 8.0 7.0 4 6.0 • 5.0 -�� • 4.0 • 3.0 2.0 1.0 0.0 60.0 50.0 40.0 m U E. 30.0 13 20.0 10.0 0.0 ,I' I I I I I I T I� 1 ,r". r nI o I v I 1��I iai�iss R Flow Calibration ''II J ( r 1101 keWiti r 410 11 I I I rrr i Rain - - -ADWF Measured Data Modeled Data 1 1 CO N N O O N_ N CO N 0 N N CC) N N 0) N O N N 1T 1 T Ip 11 III I I I MIMI I MI NI S I 1 AI I I I Veloc'ty Calibration I T Rain Measured Data Modeled Data 0.00 0.10 0.20 'o s ifim 0.30 0.40 % 0.50 0.60 - 0.00 - 0.10 - 0.20 0 -c m -0.305 - 0.40 S ct - 0.50 0.60 CO N N O' M CCD N co N N' N I N " N' N ' - 0.00 'I (r ,! 1 11 ai TI +111 II 19 I I 11M.011 I 1.111r1 M. II 1 Level Calibration 1 7 T r i 71,n Rain Measured Data -Modeled Data - 0.10 - 0.20 oo s y d - 0.30 c c - 0.40 - 0.50 - 0.60 co O N CO N N_ N CO N O N N N N C N N 0) Cn N N N CO N APPENDICES DECEMBER 2024 / FINAL / CAROLLO APPENDIX) DETAILED COSTS CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE City of Tukwila Comprehensive Sanitary Sewer Plan Updates Capital Improvement Plan Summary Gravity Pipeline Lift Station General $ 7,720,000 $ 6,400,000 $ 1,380,000 TOTAL CIP Prioritization Table Project Name Gravity Pipeline Improvement Type Sewer Basin Pipe Length (LF) Existing Diameter (inches) Proposed Size (inches) Project Description Project Element Description Justification Maintenance Impact Comment P-1 Martin Luther King Jr Way Upsize Gravity Pipeline 22 44 12 LF Gravity Pipeline Upsizing To alleviate surcharging, 44 LF of pipe between manholes SS3ozg4 and 553o32.2 should be upsized from 8 to 12-inch pipe, between Wallace St and Martin Luther King Jr Way. This project is downstream from the SPU connection to Tukwila's system. Monitoring these flows is recommended to have a better understanding of SPU's inflows (and future flows) and influence on this project. Model surcharging and manhole flooding at manhole 5530294. Monitoring of SPU inflows to the system is needed before moving forward with this project. At this point there is large uncertainty on current and future PWWF influent expected from SPU. P-2 47th Ave 5 Upsize Gravity Pipeline 22 12 LF Gravity Pipeline Upsizing To alleviate surcharging, 298 LF of pipe between manholes 5530304 and SS3o3o8 should be upsized from 8 to 12-inch pipe, along 47th Ave near S so4th PI. This project is downstream from the SPU connection to Tukwila's system. Monitoring these flows is recommended to have a better understanding of SPU's inflows and influence on this project. Model surcharging and manhole flooding at manhole SS3o3o7 revealed the need for upsizing. Monitoring of SPU inflows to the system is needed before moving forward with this project. At this point there is large uncertainty on current and future PWWF influent expected from SPU. p_3a0 405 Decommissio n and Re - Route Lift Station 12 N/A N/A N/A N/A New Lift Station Installation The City wants to decommission pipelines crossing I-4o5 on Andover Park W. Preliminary modeling showed the recommended routing option would be 3,75o LF of new force main westbound to a new King County connection. A new lift station with a capacity of o.g5 mgd is recommended. This project would cover the costs of constructing the force main installation and new lift station/wet well. City planned project. Flows to Lift Station 12 would be decreased. Lift Station 12 has a smaller wet well, causing the pump to frequenty start/stop. This reroute will help with pump cycling. P-3A 405 Decommissio n and Re - Route Macadams Rd Gravity Pipeline 12 3759 N/A L' Gravity Decommission and Force Main Installation Option A re-routes force main along Macadams Rd directly to King County. P-36 406 Decommissio n and Re - Route Interurban Ave Gravity Pipeline 12 4069 N/A LF Gravity Decommission and Force/Gravity Main Installation Option B re-routes gravity and force main to Tukwila connection at Interurban Ave. Existing Tukwila pipes would also need to be upsized. LS- Lift Station Force Main Extension to Minkler Lift Station / Force iNaln 3987 N/A 18 LF Lift Station Extend lift station 2 force main to Minkler Ave. City planned project. Project would replace aging pipelines. LS-z Planned Sewer Lift Station & Generator Upgrades (Lift Stations 3 and 5) Lift Station / Force Main All N/A N/A N/A Lift Station This project will be used to replace/upgrade the sewer lift stations and backup generators in phases. City planned project. Aging sewer system requires the replacement of motors, pumps, and controls at older lift stations to reduce maintenance. Generators have a lifespan of 15 years and need to be replaced more frequently than pumps. New pumps will reduce the liability of the existing pumps that are obsolete and prone to fail. Additional right-of- way or property will be required for the new backup generators to be installed. Improvement Yes/No Project Type Capacity Yes/No Project Priority 10-20 years 10-20 years 5-10 years 5-10 years 5-10 years Yes Yes 5-10 years Yes Yes 5-10 years Unit Cost ($/Unit) Subtotal Construction Contingency Project Cost Total Construction Cost General Conditions Contractor Overhead and Profit Total Cost1�1 $ 343 $ 15,083 4,525 19,608 1,961 2,941 $ 3,922 $ 30,000 343 $ 102,152 $ 30,646 $ 132,798 $ 13,280 $ 19,920 $ 26,560 $ 190,000 $ 1,500,000 $ 1,500,000 450,000 $ 1,950,000 $ 195,000 $ 292,500 $ 390,000 $ 7,500,000 $ 1,365,814 409,744 1,775,558 177,556 266,334 $ 355,112 2,570,000 $ 364 $ 1,425,610 427,683 $ 1,853,292 $ 185,329 $ 277,994 $ 370,658 $ 2,690,000 $ 2,070,492 621,147 2,691,639 269,164 403,746 $ 538,328 4,000,000 $ 2,400,000 $ 2,400,000 $ 2,400,000 CIP Prioritization: Table Project Description Project Type Project Cost CIP ID Project Name Improvement Type Sewer Basin Pipe Length (LF) Existing Diameter (inches) Proposed Size (inches) Units Project Element Description Justification Maintenance Impact Comment Improvement Capacity Unit Cost ($/Unit) Subtotal Construction Contingency Total Construction Cost General Conditions Contractor Overhead and Profit ELA Total Cost(2) Yes/No Yes/No Project Priority 30% 10% 15% 20% 52 Pipeline Surveying Program and GIS Updates General Alllap-,. N/A N/A Gravity pipelines Deficiencies at Areas 3,4, 5, 6, 7, and 8 were caused by adverse piping and offsets between gravity pipes which raised the system HGL. The accuracy of the GIS data at these locations is questionable..It is recommended to programmatically survey these areas to determine if these deficiencies are real or caused by errant GIS information. GIS confirmation is needed to determine if these are capacity deficiencies. No No o-S Years $ 5,000 $ 30,000 $ 30,000 G-2 Annual Sewer Repair Program General All N/A N/A N/A N/A Pipeline Repair Program Reduce sewer line infiltration and inflow (I & I) through groundwater intrusion or storm events asa result of damaged deteriorating systems or illicit connections. Includes small repairs and capital maintenance. Decreases treatment, discharge, and pumping costs. Less maintenance costs through rehabilitation of aging system No No 0-5 years $ 800,000 $ 800,000 $ 800,000 G-3 CBD Sanitary Sewer Rehabiliation General Ail N/A N/A N/A N/A Pipeline Repair program The asbestos concrete pipe in the CBD (commercial business district) is approximatelY 45 years old and becoming soft. Slip lining the pipe will reinforce the strength with little impactto roadways and minimal excavation. If the pipe collapses, the street will have to be excavated and the cost of the repairs will be significant. We have had four major pipe failures on Andover Park West and Andover Park East. Reduced maintenance and repair costs. A Public Works Trust Fund loan was successfully obtained in 2o1.2 for 475ok. No No o-5 years $ 800,000 $ 800,000 $ 800,000 G-4 405 Decomission Alternatives Analysis General 12 N/A NIA N/A N/A Alternatives Analysis Study Alternatives Analysis Feasibility Study is recommended to further refine and evaluate P-3A and P-3B. Altenatives Analysis needed to confirm routing and planning assumptions before design. Yes No 5-4o years $ 150,000 $ 150,000 $ 150,000 G5 (1) Project (2) Project ousts Comprehensiv eSanitary Sewer Plan Update P-3 details the total are rounded a General project cost based on feedback d adjusted by City for P-3, IS-1, All from the City. 15.2, G-2, and N/A Project P-3A ana G-3. N/A P-38 show only the N/A cost of new pipeline routing. N/A P-3 includes Sewer Plan Update the routing costs Comprehensive Sanitary Sewer Plan Update scheduled for 2o3o and 204o. and lift station costs. $ 200,000 $ 400,000 Ai $ 400,000 APPENDICES DECEMBER 2024 / FINAL / CAROLLO APPENDIX K C I P SHEETS CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE City of Tukwila Comprehensive Sanitary Sewer Plan Updates Ca,...MN Capital Improvement Plan — Project Title: Martin Luther King Jr Way Upsize Project No.: P-1 Go to CIP Summary Table Facility Type: Gravity Pipeline Sewer Basin: 22 Priority: 10-20 years Project information: Description: To alleviate surcharging, 44 LF of pipe between manholes SS30294 and SS30322 should be upsized from 8 to 12-inch pipe, between Wallace St and Martin Luther King Jr Way. This project is downstream from the SPU connection to Tukwila's system. Monitoring these flows is recommended to have a better understanding of SPU's inflows (and future flows) and influence on this project. Justification Model surcharging and manhole flooding at manhole SS30294. Maint. Impact Comment Monitoring of SPU inflows to the system is needed before moving forward with this project. At this point there is large uncertainty on current and future PWWF influent expected from SPU. Anticipated Project Cost: Project Element Ouanti Gravity Pipeline Upsizing 44 rit LF Total Contractor Construction General Lt Cost Construction Overhead and ELA Subtotal Contingency Conditions Total Cost Unit) Cost Profit 30% 10% 15% 20% S 343 $ 15,083 $ 4,525 $ 19,608 $ 1,961 $ 2,941 $ 3,922 $ 30,000 'cipated Project Cost $ 30,000 Notes on Cost Estimation: Go to Assumptions Tab Cost Allocation: Project Timing: Project Type Percent Cost Improvement: 100% $ 30,000 Project Element Entire Project Timing 10-20 years Cost $ 30,000 Capacity: 0% $ - Condition: 0% $ - Total Anticipated Project Cost 100% $ 30,000 Total Anticipated Project Cost $ 30,000 Project Location Map: Go to Maps Tab fit.,. ;'iL City of Tukwila Comprehensive Sanitary Sewer Plan Updates C Ca' „4.11 off` Capital Improvement Plan Project Title: 47th Ave S Upsize Project No.: P-2 Go to CIP Summary Table Facility Type: Gravity Pipeline Sewer Basin: 22 Priority: 10-20 years Project Information: Description: To alleviate surcharging, 298 LF of pipe between manholes S530304 and SS30308 should be upsized from 8 to 12-inch pipe, along 47th Ave near S 104th PI. This project is downstream from the SPU connection to Tukwila's system. Monitoring these flows is recommended to have a better understanding of SPU's inflows and influence on this project. Justification Model surcharging and manhole flooding at manhole 5S30307 revealed the need for upsizing. Maint. Impact Comment Monitoring of SPU inflows to the system is needed before moving forward with this project. At this point there is large uncertainty on current and future PWWF influent expected from SPU. Anticipated Project Cost: Element Quantity Unit btota: Total Construction Construction Contingency ijOverhead ti Contractor and ELAProject profit Total Cost 30% _ -.. 20% Gravity Pipeline Upsizing 298 LF $ 343 $ 102,152 $ 30,646 i $ 132,798 $ 13,280 $ 19,920 $ 26,560 $ 190,000 1 Total Anticipated Project Cost $ 190,000 Notes on Cost Estimation: Go to Assumptions Tab Cost Allocation: Project Timing: Project Type Pefiiipift Cost Project Element Timing Cost Improvement: 100% $ 190,000 Entire Project 10-20years $ 190,000 Capacity: 0% $ - Condition: 0% $ - Total Anticipated Project Cost 100% $ 190,000 Total Anticipated Project Cost $ 190,000 Project Location Map: Go to Maps Tab P-2 I "I- �S to \ City of Tukwila Comprehensive Sanitary Sewer Plan Updates C Ca 90,ovs.novo 290. Capital Improvement Plan Project Title: 405 Decommission and Re -Route Project No.: P-3A Go to CIP Summary Table Facility Type: Gravity Pipeline Sewer Basin: 12 Priority: 5-10 years Project Information: Description: The City wants to decommission pipelines crossing 1-405 on Andover Park W. Preliminary modeling showed the recommended routing option would be 3,750 LF of new force main westbound to a new King County connection. A new lift station with a capacity of 0.95 mgd is recommended. This project would cover the costs of constructing the force main installation and new lift station/wet well. Justification City planned project. Maint. Impact Flows to Lift Station 12 would be decreased. Lift Station 12 has a smaller wet well, causing the pump to frequenty start/stop. This reroute will help with pump cycling. Comment This sheet represents routing option P-3A. P-3A recommends extending a new force main along MacAdams directly to King County. Anticipated Project Cost: Project Element Quantity III Unit Cost Unit Subtotal ($/Unit) Total Contractor Construction General Construction Overhead and ELA Contingency Conditions Cost Profit 30% -1 10% 15% +` 20% MIS Total Cost New Lift Station Installation N/A N/A $ 1,500,000 $ 1,500,000 $ 450,000 $ 1,950,000 $ 195,000 $ 292,500 $ 390,000 $ 2,827,500 Gravity Decommission and Force Main Installation I 3,750 LF $ 364 $ 1,365,814 $ 409,744 I $ 1,775,558 $ 177,556 $ 266,334 $ 355,112 I $ 2,570,000 Total Anticipated Project Cost $ 7,500,000 Notes on Cost Estimation: Total cost is adjusted to $7,500,000 based on City input. Go to Assumptions Tab Cost Allocation: Project Timing: Project Type Percent Cost Project Element Timing Cost Improvement: 100%I $ 7,500,000 Entire Project 5-10 years $ 7,500,000 Capacity: 0%I $ - Condition: 0%I $ - Total Anticipated Project Cost 100% $ 7,500,000 Total Anticipated Project Cost ® $ 7,500,000 Project Location Map: Go to Maps Tab MI 1i Option 3 f Option 4 ""'r Option 1 Option Option 2A R Legend - Tukwna rawly man — King County wanly maln Roul,ngOptwnl or crossing duacl to King County _ Rout,rp option 2e 80' crown direct to Knp County Rouwnp Option 20 ett. croasnp through Tukw,Ia to King County — ..... _ RaNrgwption3 Dod4,Ccznrwn to Knp County on3 Do l C Rd 5 Routing Option 4 Connectwn to Tukwila on Interurban Ave 5 City of Tukwila Comprehensive Sanitary Sewer Plan Updates ( Capeon.i „,o Capital Improvement Plan Project Title: 405 Decommission and Re -Route Project No.: P-3B Facility Type: Gravity Pipeline Go to CIP Summary Table Sewer Basin: 12 Priori : 5-10 years Project Information: Description: The City wants to decommission pipelines crossing 1-405 on Andover Park W. Preliminary modeling showed the recommended routing option would be 3,750 LF of new King County connection. A new lift station with a capacity of 0.95 mgd is recommended. This project would cover the costs of constructing the force main installation and Justification City planned project. Maint. Impact Flows to Lift Station 12 would be decreased. Lift Station 12 has a smaller wet well, causing the pump to frequenty start/stop. This reroute will help with pump cycling. Comment This sheet represents routing option P-3B. P-3B re-routes gravity and force main to Tukwila connection at Interurban Ave. Existing Tukwila pipes would also need to be force main westbound to a new new lift station/wet well. upsized. Anticipated Project Cost: I Unit Cost Project Element Quantity Unit Subtotal ($/Unit) Construction Contingency Total Construction Cost Contractor General Overhead and Conditions Profit ELA Total Cost 30% 10% 15% 20% New Lift Station Installation MZEMMIE= $ 1,500,000 $ 1,500,000 $ 450,000 I $ 1,950,000 $ 195,000 I $ 292,500 $ 390,000 $ 2,827,500 Gravity Decommission and Force/Gra 4,069 U111131 $ 1,425,610 $ 427,683 I $ 1,853,292 $ 185,329 I $ 277,994 $ 370,658 $ 2,690,000 Total Anticipated Project Cost $ 7,500,000 Notes on Cost Estimation: Total cost is adjusted to $7,500,000 based on City input. Go to Assumptions Tab Cost Allocation: Project Timing: Project Type Percent Cost Project Element Timing Cost Improvement: 100% $ 7,500,000 Entire Project 5-10 years $ 7,500,000 Capacity: 0% $ - Condition: 0% $ - Total Anticipated Project Cost 100% $ 7,500,000 Total Anticipated Project Cost $ 7,500,000 Project Location Map: Go to Maps Tab . or.. Option 3 f Option 4 vo• ile . Option 1 p� ........„..... ., -- _______ , 001166 2B Option 2A Legend -- Tukni',a granty noon - amp County praoty roan Routng Optan 1 61" cro»mp Evart •o Krnp County _ Nol,np Opton 2a 66' crosvr9d0 CI :o Kvp County Row og Optan 2E 66' moony mrugn Tukrna to Kipp County ,.. - .. - - r Rout,rp Optan] Dead .onnactanW Kmp County on Macadam RE 5 Routiry Option a Connan Tukw0a on imtrurbn Avero ro 5 5 I ✓\ City of Tukwila Comprehensive Sanitary Sewer Plan Updates �a prom „^ sc Capital Improvement Plan Project Title: Lift Station 2 Force Main Extension to Minkler Project No.: LS-1 Facility Type: Gravity Pipeline Go to CIP Summary Table Sewer Basin: 8 Priority: 5-10 years Project Information: Description: Extend lift station 2 force main to Minkler Ave. Justification City planned project. Maint. Impact Project would replace aging pipelines. Comment Anticipated Project Cost: Project Element Quantity Unit Cost Unit Subtotal (5/Unit) Total Construction Construction Contingency Cost General Conditions Contractor Overhead and Profit ELA Total Cost 30% 10% 15% 20% Lift Station I 3,987 LF $ 519 $ 2,070,492 $ 621,147 $ 2,691,639 $ 269,164 $ 403,746 I $ 538,328 $ 4,000,000 Total Anticipated Project Cost $ 4,000,000 Notes on Cost Estimation: Total cost is increased to$4,000,000 based on input from City. Go to Assumptions Tab Cost Allocation: Project Timing: Project Type Improvement: Percent Cost 0% $ - Project Element Timing Entire Project 5-10 years Cost $ 4,000,000 Capacity: 50%I $ 2,000,000 Condition: 50% $ 2,000,000 Total Anticipated Project Cost 100% $ 4,000,000 Total Anticipated Project Cost $ 4,000,000 Project Location Map: - _ : ,;,i„ Go to Maps Tab ❑W Pipe TYPE —Active New Farce Main Tire O. Or ❑'/ Wetwell TYPE Active 'a. Domain Inactive R Pump TYPE -Active wa a;.e .. City of Tukwila A i'' „1 . f Wasro Comprehensive Sanitary Sewer Plan Updates C^ Capital Improvement Plan Project Title: Planned Sewer Lift Station & Generator Upgrades (Lift Stations 3 and 5) Project No.: LS-2 Facility Type: Gravity Pipeline Go to CIP Summary Table Sewer Basin: All Priori : 5-10 years Project Information: Description: This project will be used to replace/upgrade the sewer lift stations and backup generators in phases. Justification City planned project. Aging sewer system requires the replacement of motors, pumps, and controls at older lift stations to reduce maintenance. Generators have a lifespan of 15 years and need to be replaced more frequently than pumps. Maint. Impact New pumps will reduce the liability of the existing pumps that are obsolete and prone to fail. Comment Additional right-of-way or property will be required for the new backup generators to be installed. Anticipated Project Cost: Unit Cost Construction Total General Contractor Overhead and Project Element Quantity Unit Subtotal Contingency Construction Cost Conditions Profit ($/Unit) 30% 10% 15% ELA Total Cost 20% Lift Station N/A LF $2,400,000 ########I $ - $ - $ - $ - $ - $ 2,400,000 Total Anticipated Project Cost $ 2,400,000 Notes on Cost Estimation: Go to Assumptions Tab Cost Allocation: Project Timing: Project Type Percent Cost Project Element Timing Cost Improvement: 50% $ 1,200,000 Entire Project 5-10 years $ 2,400,000 Capacity: 0% $ - Condition: 50% $ 1,200,000 Total Anticipated Project Cost 100% $ 2,400,000 Total Anticipated Project Cost $ 2,400,000 Project Location Map: Go to Maps Tab City of Tukwila Comprehensive Sanitary Sewer Plan Updates C Ca ro+"o% Capital Improvement Plan Project Title: Pipeline Surveying Program and GIS Updates Project No.: G-1 Go to CIP Summary Table Facility Type: Gravity Pipeline Sewer Basin: All Priori : 0-5 years Project Information: Description: Deficiencies at Areas 3,4, 5, 6, 7, and 8 were caused by adverse piping and offsets between gravity pipes which raised the system HGL. The accuracy of the GIS data at these locations is questionable. It is recommended to programmatically survey these areas to determine if these deficiencies are real or caused by errant GIS information. Justification GIS confirmation is needed to determine if these are capacity deficiencies. Maint. Impact 0 Comment 0 Anticipated Project Cost: Total Contractor Construction General Unit Cost Construction Overhead and ELA Project Element Quantity Unit Subtotal Contingency Conditions Tota ;. ($/Unit) Cost Profit 30% 10% 15% 20% Gravity pipelines MIrliMIliM $ 5,000 $ 30,000 ®®®®® $ 30,000 Total Anticipated Project Cost $ 30,000 Notes. on Cost Estimation:. Go to Assumptions Tab Cost Allocation: Project Timing: Project Type Percent Cost Project Element Timing -911MKOSt Improvement: 100% $ 30,000 Entire Project 0-5 years 5 30,000 Capacity: 0% $ - Condition: 0% $ - Total Anticipated Project Cost 100% $ 30,000 Total Anticipated Project Cost $ 30,000 Project Location Map: f Go to Maps Tab a' ... is I' I 0 C-1 0 Pipe TYPE —Active City of Tukwila Comprehensive Sanitary Sewer Plan Updates C Ca ,....... „m ^r;�n Capital Improvement Plan Project Title: Annual Sewer Repair Program Project No.: G-2 Go to CIP Summary Table Facility Type: Gravity Pipeline Sewer Basin: All Priori : 0-5 years Project Information: Description: Reduce sewer line infiltration and inflow (I & I) through groundwater intrusion or storm events as a result of damaged deteriorating systems or Illicit connections. Includes small repairs and capital maintenance. Justification Decreases treatment, discharge, and pumping costs. Maint. Impact Less maintenance costs through rehabilitation of aging system Comment Anticipated Project Cost: I_. Construction General Contractor Overhead and Project Element Quantity Unit Unit Cost Subtotal Contingency Total Construction Cost ELA Conditions Profit Total Cost (S/Unit) 30% 10% 15% 20% Pipeline Repair Program N/A LF $ 800,000 $ 800,000 EiEriErii.rii. $ - $ 800,000 Total Anticipated Project Cost $ 800,000 Notes on Cost Estimation: Cost based on City input and CIP. Go to Assumptions Tab Cost Allocation: Project Timing: Project Type Percent Cost Project Element Timing Cost Improvement: 100% $ 800,000 Entire Project 0-5 years $ 800,000 Capacity: 0% $ - Condition: 0% $ - Total Anticipated Project Cost 100% $ 800,000 Total Anticipated Project Cost $ 800,000 Project Location Map: Go to Maps Tab City of Tukwila Comprehensive Sanitary Sewer Plan Updates C C� io+ „di . �r. Capital Improvement Plan Project Title: CBD SanitarySewer Rehabiliation Project No.: G-3 Go to CIP Summary Table Facility Type: Gravity Pipeline Sewer Basin: All Prjorj : 0-5 years Project Information: Description: The asbestos concrete pipe in the CBD (commercial business district) is approximately 45 years old and becoming soft. Slip lining the pipe will reinforce the strength with little impact to roadways and minimal excavation. Justification If the pipe collapses, the street will have to be excavated and the cost of the repairs will be significant. We have had four major pipe failures on Andover Park West and Andover Park East. Maint. Impact Reduced maintenance and repair costs. Comment A Public Works Trust Fund loan was successfully obtained in 2012 for $750k. Anticipated Project Cost: Project Element Qua Pipeline Repair Program N/A nit Cost - it $/Unit) r LP $ 800,000 Contractor Construction Total Construction General Overhead and Subtotal Contingency Cost Conditions Profit 30% 10% 15% $ 800,000 $ - $ - $ - $ - ELA Total Cost 20% $ - $ 800,000 Total Anticipated Project Cost $ 800,000 Notes on Cost Estimation: Cost based on City input and CIP. Go to Assumptions Tab Cost Allocation: Project Timing: Project Type Percent Cost Project Element Timing Cost Improvement: 100% $ 800,000 Entire Project 0-5 years $ 800,000 Capacity: 0% $ - Condition: 0% $ - Total Anticipated Project Cost 100% $ 800,000 Total Anticipated Project Cost $ 800,000 Project Location Map: Go to Maps Tab City of Tukwila - t Comprehensive Sanitary Sewer Plan Updates C Ca sew „o% — Capital Improvement Plan Project Title: 405 Decomission Alternatives Analysis Project No.: G-4 Go to CIP Summary Table Facility Type: Gravity Pipeline Sewer Basin: 12 Priori : 5-10 years Project Information: Description: Alternatives Analysis Feasibility Study is recommended to further refine and evaluate P-3A and P-3B. Justification Altenatives Analysis needed to confirm routing and planning assumptions before design. Maint. Impact Comment Anticipated Project Cost: —I-Contractor Construction General Unit Cost Total Construction Cost Overhead and ELA Project Element Quantity Unit Subtotal Contingency Conditions Total Cost ($/Unit) Profit 30% 10% 15% 20% Alternatives Analysis Study MIEM® $ 150,000 $ 150,000 t ® $ 150,000 Total Anticipated Project Cost $ 150,000 Notes on Cost Estimation:. IGo to Assumptions Tab Cost Allocation: Project Timing: Project Type Percent Cost Project Element !T Timing 1!&ost Improvement: 100% $ 150,000 Entire Project 5-10 years $ 150,000 Capacity: 0% $ - Condition: 0% $ - Total Anticipated Project Cost 100% $ 150,000 Total Anticipated Project Cost $ 150,000 Project Location Map: Go to Maps Tab cc, te s City of Tukwila /\_I Comprehensive Sanitary Sewer Plan Updates Ca r�� „� �� 90. , Capital Improvement Plan Project Title: Comprehensive Sanitary Sewer Plan Update Project No.: G-5 Go to CIP Summary Table Facility Type: Gravity Pipeline Sewer Basin: All Priori 0 Project Information: Description: Comprehensive Sanitary Sewer Plan Update scheduled for 2030 and 2040. Justification Maint. Impact Comment Anticipated Project Cost: Project Element Quant" Unit Total Contractor Construction General Subtotal Contingency Construction Conditions Overhead and ELA Total Cost Cost Profit 30% 10% 15% 20% Sewer Plan Update N/A LF $ 200,000 $400,000 $ - $ - $ - $ - $ - $ 400,000 Total Anticipated Project Cost $ 400,000 Notes on Cost Estimation: Go to Assumptions Tab Cost Allocation: Project Timing: roject Type Percent Cost Project Element Timing Cost Improvement: 100 $ 400,000 Entire Project 0 $ 400,000 Capacity: f $ - Condition: $ - Total Anticipated Project Cost 100% $ 400,000 Total Anticipated Project Cost $ 400,000 Project Location Map: Go to Maps Tab APPENDICES DECEMBER 2024 / FINAL / CAROLLO APPENDIX L WATER RECLAMATION CHECKLIST CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE L41 King County For questions, call Kristina Westbrook, King County Reclaimed Water Program Manager at (206) 296-5279 www.kinacounty.uov/reclaimedwater Water Reclamation Evaluation Checklist For Systems with 1,000 or more Connections The County and State recognize that changing conditions could initiate a need to respond in new ways to future water quality standards, wastewater discharge requirements, take advantage of advances in treatment technologies and/or allow our region to be positioned to respond to changes associated with climate change and population growth. In 2003, Chapter 90.46 of the Revised Code of Washington (RCW) was amended to require public water systems serving 1,000 or more connections to evaluate opportunities for reclaimed water when completing their water system plans. Please use this checklist to meet King County consistency requirements in responding to this legislation. Water System Name: City of Tukwila Date: July 20, 2021 PWS ID# 89500F Contact: Adib Altallal Please use this checklist, including the inventory template, to ensure that your water system plan includes sufficient information about opportunities for reclaimed water and your system's efforts to develop those opportunities. If a question is not applicable or the information is unavailable, then answer, "unknown" or "n/a." King County will consider the checklist completed if each answer is filled in with the best available information, even if the utility states that it is not aware of any reclaimed water opportunities within its service area. 1. Identifying Potential Future Demand for Reclaimed Water: King County maintains a database and map of potential reclaimed water users for evaluating future projects. Please use the template below, or similar table, to provide information to assist King County in further researching these potential uses. • Large Utility Water Users (choose one): I Attached is an inventory of twenty large (above 20,000 gallons/month on average), non single-family residential, water users served by our utility that have a potential for reclaimed water use, or Attached is an inventory of our utility's top twenty water users, or The information requested is unknown or not available. Additional Comments: • Large Self Suppliers (choose one): Attached is an inventory of large, self -supplied water users within our water utility's service boundaries especially those near wastewater treatment plants, mainlines, outfalls, and pump stations or similar reclaimed water facilities), or nThe information requested is unknown or not available. Additional Comments: There are none in the City of Tukwila. • Other (choose one): riAttached is an inventory of other water users (such as those that are clustered near one another and could be served by a single system) that may be likely candidates for reclaimed water use, or riThe information requested is unknown or not available. Additional Comments: See attached list of top water users. Revised 12/12/2011 Water Reclamation Evaluation Checklist Page 2 2. Environmental Commitment: Are you a city/town, or providing water service to a city/town, that has made commitments within resource management plans, salmon recovery plans, or other environmental initiatives for which there is a potential opportunity for using reclaimed water to assist in meeting commitments? (choose one) nYes, here are plans that have potential for reclaimed water use in our service area to meet the above commitments: The information requested is unknown, not available. Additional Comments: There are none in Tukwila 3. Identifying Areas of Potential Use of Reclaimed Water for Environmental Benefit: Below are examples of uses of reclaimed water that comply with State, Federal and other reclaimed water environmental, health and safety standards. All of these uses are currently in effect somewhere in Washington State. To the best of your knowledge, are any of these potential uses for reclaimed water applicable to your area? River Augmentation (choose one): I I Yes, our water rights are limited by instream flows. For more information, King County may contact: The information requested is unknown, or not available. Additional Comments: The City is not required to augment river flows. Groundwater Recharge (choose one): Yes, we withdraw water from an aquifer that is in a groundwater management area, or from a declining aquifer, where water levels may need to be replenished or to maintain aquifer storage. For more information, King County may contact: The information requested is unknown, or not available. Additional Comments: The City is not required to recharge groundwater. Water Rights Mitigation (choose one): nYes, our area is pursuing, or planning to pursue, new or additional water rights, and there may be an opportunity to use reclaimed water for mitigation of those new water rights. For more information, King County may contact: The information requested is unknown, or not available. Additional Comments: The City is not pursuing new water rights. Potential Areas of Environmental Need (choose one): nYes, parts of our service area include potential environmental enhancement locations, such as wetlands enhancement, aquifer recharge, stream flow augmentation, that might be candidates for reclaimed water use. For more information, King County may contact: The information requested is unknown, or not available. Additional Comments: N/A Water Reclamation Evaluation Checklist Page 3 4. Local Reclaimed Water Legislation: If water reclamation is mandated for this water system through local government agreement, contract, local regulations, ordinances, or other mechanisms, please provide a copy of the governing mechanism (choose one). I Yes, local legislation exists in our area in support of reclaimed water use. The following relevant legislation is attached (please list titles of documents): nNo water reclamation legislation exists, or is known to exist, at a local level in our service area. 5. Coordination with Local Wastewater Utility: Include a brief description of your interactions with any wastewater or reclaimed water utility (King County or other) adjacent to your service area to evaluate any potential opportunities to develop reclaimed water (choose one). n Describe if applicable: The City is working with Kristina Westbrook @ King County to find additional customers for reclaimed water. None. Additional Comments: Template for Inventory of Water Users and Identification of Potential Reclaimed Water Users Site Owner or Site Name Site Address (for general mapping purposes) Estimated Annual Water Use Water uses not requiring potable water' Is this a Potential Reclaimed Water Customer? City of Tukwila 1107 CCF (2019 use) Sewer and road use Is a user Starfire Sports 2,343 CCF (2019 use Irrigation of turf fields Is a user City of Tukwila 13900 Interurban Ave South Irrigation of golf course Yes Foster Golf Course Fairway Center 12420-14240 Interurban Irrigation Yes Ave South Bravo Environment 6437 144th Sewer Cleaning Yes 1 See Washington State Reclamation and Reuse Standards, September 1997, Section 1, Articles 1-5 for allowable uses of reclaimed water. http://www.ecv.wa.gov/PROGRAMS/WQ/reclaim/standards.html Top Ten Water Users Account Name Address Projected Average Demand (gpd) 08-0790-0000 SHASTA BEVERAGE 1227 ANDOVER PARK E TUKWILA WA 98188-3956 160,500 07-0001-0000 & 07-0002-0000 WESTFIELD SHOPPINGTOWN #12286 2800 SOUTHCENTER MALL TUKWILA WA 98188-2844 110,300 12-0380-0000 & 12-0385-0000 BOEING COMPANY STRE #DC MAIN 9797 E MARGINAL WAY S TUKWILA WA 98188 88,600 12-0360-0000 BOEING COMPANY STORE #9-51 9407 E MARGINAL WAY S TUKWILA WA 98188 24,900 12-0290-0000 BOEING COMPANY -WIND TUNNEL 8233 E MARGINAL WAY S TUKWILA WA 98188 26,300 15-0585-0000 453300 HILTON HOTELS, MS #7 15920 W VALLEY HWY TUKWILA WA 98188-5547 28,900 08-0214-0000 CHATUKWILA LLC 16500 SOUTHCENTER PKY TUKWILA WA 98188-3388 26,400 07-0011-0000 SEAFOOD CITY 1368 SOUTHCENTER MALL TUKWILA WA 98188-2833 19,000 05-0320-0000 CANYON ESTATES CONDO ASSN 15200 65TH AVE S TUKWILA WA 98188 23,700 01-0110-0000 TERRACE APARTMENTS 13705 56TH AVE S TUKWILA WA 98168-4760 20,000 APPENDICES DECEMBER 2024 / FINAL / CAROLLO APPENDIX M IMPACT OF HB 1110 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE CITY OF TUKWILA Comprehensive Sanitary Sewer Plan Update Impact of HB 1110 FINAL / December 2024 CITY OF TUKWILA Comprehensive Sanitary Sewer Plan Update Impact of HB 1110 FINAL / December 2024 Contents SECTION 1 INTRODUCTION SECTION 2 REVISED FLOW PROJECTIONS 2.1 HB 1110 Scenario Assumptions 2.2 Updated Flow Factors 2.3 Revised Flow Projections 2.3.1 Average Dry Weather Flow 2.3.2 Peak Wet Weather Flow SECTION 3 SYSTEM ANALYSIS RESULTS 3.1 Hydraulic Modeling 3.2 Lift Station Analysis SECTION 4 RECOMMENDATIONS AND CIP Tables Table 1 Table 2 Table 3 Table 4 Figures Figure 1 Figure 2 IMPACT OF HB 1110 DECEMBER 2024 / FINAL / CAROLLO Existing and Future Flow Factors for Land Use Types Under Each Densification Scenario Projected Average Dry Weather Flows by Planning Year and Drainage Basin Project Peak Wet Weather Flows by Planning Year Lift Station Evaluation Projected Average Dry Weather Flows by Planning Year Projected Peak Wet Weather Flows by Planning Year 1 1 1 1 2 2 4 5 5 5 6 2 3 4 5 3 4 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE pw://Carollo/ClientNVA/Tukwila/11866600/Deliverables/Impact of HB 1110/Impact_HB1110 IMPACT OF HB 1110 DECEMBER 2024 / FINAL / CAROLLO Abbreviations ADWF average dry weather flow CIP Capital Improvement Plan City City of Tukwila gpad gallons per acre per day HB 1110 House Bill 1110 LDR low density residential LS lift station mgd million gallons per day Plan Comprehensive Sanitary Sewer Plan PWWF peak wet weather flow SC1 Scenario 1 SC2 Scenario 2 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE ii IMPACT OF HB 1110 DECEMBER 2024 / FINAL / CAROLLO SECTION 1 INTRODUCTION This report summarizes updated flow projections to incorporate House Bill 1110 (HB 1110) densification, developed for the City of Tukwila's (City) Comprehensive Sanitary Sewer Plan (Plan). Under HB1110, cities with populations under 25,000 and within a contiguous urban growth area within the largest city in a county with a population of more than 275,000 must permit at least two homes per residential lot. This report summarizes the assumptions and methodology used to update the flow projections originally developed for the Plan (Section 2). Updated flows were used to revise the collection system analysis, including re -running the City's hydraulic model and pump stations analysis (Section 3), and confirm whether the revised flows triggered additional deficiencies and recommendations in the Plan's Capital Improvement Plan (CIP) (Section 4). SECTION 2 REVISED FLOW PROJECTIONS 2.1 HB 1110 Scenario Assumptions Two densification scenarios were developed for the City to incorporate the potential impacts of HB 1110 to flow projections. It was assumed that the densification would only occur within low density residential (LDR) parcels, being developed or redeveloped into duplexes. Both densification scenarios developed targeted vacant parcels and already developed parcels individually. It was assumed that vacant parcels would be prioritized for densification over existing developed parcels. Additionally, it was assumed that a duplex would produce twice the wastewater of a single-family home. The two densification scenarios are as follows: Scenario 1 (SC1): Assumes 75 percent of vacant LDR parcels will be developed into duplexes and 50 percent of existing LDR parcels will be redeveloped into duplexes by buildout. ■ Scenario 2 (SC2): Assumes 100 percent of vacant LDR parcels will be developed into duplexes and 75 percent of existing LDR parcels will be redeveloped into duplexes by buildout. 2.2 Updated Flow Factors The flow projection methodology developed for the City's Plan remained. The existing LDR flow factor, derived from the flow monitoring program, was 1,830 gallons per acre per day (gpad). Applying a factor of two to this number due to a duplex producing twice the wastewater as a single-family home, the densified future flow factor for LDR parcels under SC1 and SC2 was calculated to be 3,660 gapd. Table 1 shows the existing and future flow factors for all land use types, but the future flow factors for non-LDR land use types remained consistent with the plan. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE IMPACT OF HB 1110 DECEMBER 2024 / FINAL / CAROLLO Note, the Plan assumed some type of densification for new development on vacant land zoned as residential. It was assumed that these developments would be a mix of 55 percent multifamily and 45 percent single family uses. This assumption remained the same with the updated flow projections. The updated flow factors for LDR for both scenarios are outlined below: Scenario 1 (SC1) Assumptions: 75 percent of vacant LDR acreage was assigned a flow factor of 3,660 gapd. 50 percent of developed LDR acreage was assigned a flow factor of 3,660 gapd. • Scenario 2 (SC2) Assumptions: Table 1 100 percent of vacant LDR acreage was assigned a flow factor of 3,660 gapd. 75 percent of developed LDR acreage was assigned a flow factor of 3,660 gapd. Existing and Future Flow Factors for Land Use Types Under Each Densification Scenario Land Use Existing (Plan) I Future (Plan) SC1 I SC2 Low Density Residential 1,830 2,280 1,830 1,830 Low Density Residential - Densified N/A N/A 3,660 3,660 Medium Density Residential 2,100 2,550 2,550 2,550 High Density Residential 2,640 3,090 3,090 3,090 Office 1,000 1,150 1,150 1,150 Residential Commercial Center(1) 1,230 1,410 1,410 1,410 Mixed Use Office 1,500 1,720 1,720 1,720 Light Industrial(2) 520 590 590 590 Heavy Industrial 750 860 860 860 Commercial Light Industrial 520 590 590 590 Regional Commercial Mixed Use 1,230 1,410 1,410 1,410 Tukwila Urban Center 860 980 980 980 Tukwila Valley South 200 3,330 3,330 3,330 Notes: (1) Flow factor set equal to flow factor determined for regional commercial mixed use. (2) Flow factor set equal to commercial light industrial land use. 2.3 Revised Flow Projections This section summarizes the revised average dry weather flow (ADWF) and peak wet weather flow (PWWF) for the 10-year and buildout future planning scenarios from the City's Plan. 2.3.1 Average Dry Weather Flow The updated flow factors for LDR were used to develop revised ADWF flow projections for SC1 and SC2. Table 2 summarizes the ADWF projections by drainage basin and planning year in Table 2. Figure 1 shows the AWDF projections graphically. For the 10-year ADWF, SC1 resulted in a 3.0 percent increase (from 2.96 million gallons per day (mgd) to 3.05 mgd) and SC2 resulted in a 4.1 percent increase (from 2.96 mgd to 3.08 mgd). For the buildout ADWF, SC1 resulted in a 21.5 percent increase (from 4.19 mgd to 5.10 mgd) and SC2 resulted in a 27.7 percent increase (from 4.19 mgd to 5.36 mgd). CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 2 6 5 4 on E LI 3 0 2 0 2.51 1 Existing IMPACT OF HB 1110 DECEMBER 2024 / FINAL / CAROLLO 4.19 2.96 3.05 3.08 10-Year • Plan Scenario 1 • Scenario 2 Figure 1 Projected Average Dry Weather Flows by Planning Year Table 2 Projected Average Dry Weather Flows by Planning Year and Drainage Basin 5.1 Buildout 5.36 Basin 1 Existing ADWF (mgd) 0.08 10-Year ADWF (mgd) SC2 0.09 Buildout ADWF (mgd) SC2 0.12 Plan 0.09 SC1 0.09 Plan I SC1 0.12 0.67 0.10 2/18 0.34 0.41 0.42 0.42 0.43 0.75 3 0.03 0.04 0.04 0.04 0.05 0.14 0.17 4 0.18 0.21 0.22 0.22 0.23 0.33 0.36 5 0.12 0.14 0.14 0.14 0.17 0.22 0.03 0.24 0.03 0.35 6 0.02 0.02 0.02 0.02 0.03 7 0.12 0.15 0.15 0.15 0.23 0.33 8 0.19 0.23 0.24 0.24 0.23 0.23 0.23 9 0.08 0.09 0.10 0.10 0.14 0.14 0.14 10 0.01 0.02 0.02 0.02 0.02 0.02 0.02 11 0.06 0.07 0.07 0.07 0.07 0.07 0.07 12 0.07 0.09 0.09 0.09 0.09 0.09 0.09 13 0.38 0.45 0.46 0.46 0.63 0.68 0.69 14 0.00 0.00 0.01 0.01 0.69 0.71 0.72 15 0.04 0.04 0.05 0.05 0.04 0.07 0.07 16 0.11 0.13 0.14 0.14 0.14 0.19 0.20 20 0.19 0.22 0.23 0.23 0.23 0.33 0.36 22 0.07 0.08 0,08 0.09 0.20 0.28 0.30 23 0.12 0.14 0.15 0.15 0.13 0.13 0.13 24 0.28 0.33 0.34 0.35 0.34 0.34 0.34 Total 2.51 i 2.96 3.05 3.08 4.19 5.10 , 5.36 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 3 IMPACT OF HB 1110 DECEMBER 2024 / FINAL / CAROLLO 2.3.2 Peak Wet Weather Flow No changes were made to the wet weather flow assumptions. The projected PWWF were adjusted based on the changes to the ADWF projections for SC1 and SC2. An increase in the ADWF for SC1 and SC2 from the existing ADWF projection in the Plan resulted in an equal increase in the PDWF for SC1 and SC2 from the existing PWWF projection in the Plan. Table 3 summarizes the PWWF for the 10-year and buildout planning years. Figure 2 shows the AWDF projections graphically. For the 10-year PWWF, SC1 resulted in a 0.6 percent increase (from 14.71 mgd to 14.80 mgd) and SC2 resulted in a 0.8 percent increase (from 14.71 mgd to 14.83 mgd). For the buildout PWWF, SC1 resulted in a 4.5 percent increase (from 20.42 mgd to 21.33 mgd) and SC2 resulted in a 5.7 percent increase (from 20.42 mgd to 21.59 mgd). Table 3 Project Peak Wet Weather Flows by Planning Year Existing PWWF (mgd) 10-Year PWWF (mgd) Plan I SC1 1 SC2 Buildout PWWF (mgd) Plan I SC1 1 SC2 Total System Flow Projection 13.08 25 20 -o 15 E 5 0 13.08 14.71 14.80 14.71 14.8 14.83 14.83 20.42 21.33 21.33 21.59 20.42 Existing 10-Year Buildout ■ Plan Scenario 1 ■ Scenario 2 Figure 2 Projected Peak Wet Weather Flows by Planning Year 21.59 CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 4 IMPACT OF HB 1110 DECEMBER 2024 / FINAL / CAROLLO SECTION 3 SYSTEM ANALYSIS RESULTS The conveyance system analysis in the Plan evaluated the available capacity of the existing system to convey current and future sewer flows. Using the City's wastewater hydraulic model, major pipes and life stations in the collection system were evaluated against the established criteria. The conveyance system analysis was updated based on the revised flow projections. SC2 flow projections were used in the conveyance system analysis to provide the City with more conservative results. This section presents the results of the revised hydraulic modeling and lift station analysis using the SC2 buildout flow projections. 3.1 Hydraulic Modeling The SC2 buildout flow projections were allocated within the City's hydraulic model. Major pipes in the collection system were evaluated against the established capacity criteria from Chapter 5 of the Plan. During PWWF for the design storm, water levels were not allowed to surcharge (maximum d/D of 1.0). Pipes and manholes that surcharged and exceeded a d/D of 1 were considered deficient. The SC2 buildout PWWFs were routed through the hydraulic model. No additional pipeline deficiencies from the buildout scenario in the Plan were identified. 3.2 Lift Station Analysis Major lift stations in the collection system were evaluated against the established capacity criteria from Chapter 5 of the Plan. Lift stations with influent PWWFs larger than the station's firm capacity were considered deficient. Firm capacity is defined as the lift station capacity with the largest pump out of service. The influent PWWFs to the six modeled pump stations were compared to the firm capacity of each pump station. Table 4 summarizes the results of the lift station evaluation from the Plan compared to the SC2 buildout flow projections. As shown in Table 4, the flow at Lift Station 12 more than doubled for SC2, but none of the modeled pump stations exceeded the City's performance criteria of matching firm capacity. Table 4 Lift Station Evaluation Lift Station Name Firm Capacity (mgd) Existing Modeled PWWF (mgd) 10-Year Modeled PWWF (mgd) Build -out Modeled PWWF (mgd) SC2 Build -out Modeled PWWF (mgd) LS #2 LS #3 LS #4 LS #5 LS #11 LS #12 2.30 0.14 0.36 0.17 3.31 2.88 1.07 0.06 0.12 0.07 0.28 1.00 1.20 0.07 0.12 0.08 0.29 1.05 1.71 0.07 0.12 0.09 0.71 1.19 1.78 0.07 0.12 0.09 0.74 2.65 Notes: LS - lift station. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 5 IMPACT OF HB 1110 DECEMBER 2024 / FINAL / CAROLLO SECTION RECOMMENDATIONS AND CIP No new pipeline or lift station deficiencies were identified during the revised system analysis despite the updated flow projections under both densification scenarios. The City of Tukwila's Comprehensive Sanitary Sewer Plan CIP remains robust under the projected increased flows resulting from HB 1110-induced densification. No change to the recommendations or the CIP are needed. CITY OF TUKWILA COMPREHENSIVE SANITARY SEWER PLAN UPDATE 6